San Joaquin General Hospital Replacement Project Phase 1A

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a , CLASS "C" LAP SPLICE (TOP BARS) ISOMETRIC VIEW FIRST POUR SCHEDULED HORIZ. REINF. CONTINUED 3/4" THROUGH JOINT 31/2"® 9" OR UJ — -----THINNER WALLS w bt —3/4" DEEP CONT KEY WITH 3/4" x 12" LONG INTERMITTANT KEYS ® 24" 0. C. r%, • L t % nr-tit NOTE: LOCATE WALL CONSTRUCTION JOINTS AT 60'-0" MAX. SPACING AND WITHIN 10'--0" OF CORNERS. LOCATION OF JOINTS SHALL BE APPROVED BY THE ARCHITECT. 12d FOR STD H00 6d OR 4" MIN. FC STIRRUP/TIE HOOD 90' HOOK d OR " MIN. d 4d OR 2 .1.Z2" MIN 135" HOOK 180" HOOK nri rrnc,r r n n S AT STIRRUPS 90' HOOK _,J �- —� 135' HOOKS — D, TYP. 11 _J TYPICAL STIRRUP TYPICAL COLUMN TIE NOTES: OR CLOSED STIRRUP 1. BEND DIAMETER "D" SHALL CONFORM TO UBC SECTION 2607. 2. PROVIDE MINIMUM HOOK LENGTHS UNLESS LONGER LENGTHS ARE SHOWN ON DRAWINGS. 3. BAR, STIRRUP AND TIE CONFIGURATION SHALL BE AS SHOWN ON DRAWINGS. A- CONCRETEF' STRENGTH c = 3000 PSI --�� F'c = 4000 PSI CLASS OF LAP SPLICE CLASS "B" CLASS "C" CLASS "B" CLASS "C" BAR CASE SIZE BASK TOP BAR I TOP BASIC i BAR BASIC l TOP BAR T, I BAS,", BAP #3 1'-0" 1'-4" 1'-3" 1'-9" i'--0" 1'-4" 1'-3" '' 9" #4 ,— 1� 4 — 1' 10" �1'— 8' Ifi 1 2, 5 '— „ 1 4 i ,— 1 10„ ,— „ 1 8 „ 1 2, —5 #5 V-8” 2'-3" 2'-2" i 3'-0" V-8" 2'-3" 2'-2" 3'-0" #6 2'-1" 2'-11" 2'-9" 3'— 10" V-11" 2'-9" ' 2'-7" 3'-7" #7 2'-10 4'-011 3P -9y' 5)-2" 2'— 6 31-511 3)-3" 4#-6" #8 3'-9" 5'-3" 4'-11" 6'-10" 3'-3" 4'-7" I 4'-3" 5' #9 4'-9" i 6'—P" 6'-2" 8'-8" 4'-1" 5'-9" 5'-5" 7,-6" #10 C-0" 8'-5" 7'-11" 111'-0" 5'-3" 7'-4" 6'—'0" 9'-7" #11 7,-5„ 10'-4„ 9'-8„ 13,-7" 6,-5" 9'-0„ i 8,-5 11,—g„ NOTES 1. USE CLASS "C" SPLICES UNLESS SPECIFICALLY NOTED CLASS "B" ON DRAWINGS, 2. TOP BARS ARE HORIZONTAL BARS WITH 12" OR MORE OF CONCRETE CAST BELOW THEM. 27 VERTICAL CONSTR. JOINT IN CONCRETE WALL 17 HOOKS, BENDS, STIRRUPS & TIES (7) BAR LAP SPLICES SCHEDULE DRILLED ANCHOR SIZE AS NOTED ON SPECIFIC DETAILS ALLOWABLE LOAD AS NOTED IN SCHEDULE STONE AGGREGATE CONC. fc(MIN.)=4000 PSI EMBEDMENT SEE TABLE BOTTOM OF SLAB "1" MIN. OR FACE OF WALL 2" MIN. AT SLAB ON GRADE AT CONCRETE SLAB OR WALL K ALLOWABLE LOADS FOR DRILLED ANCHORS (POUNDS) DIAMETER MINIMUM EMBEDMENT STONE AGGREGATE CONC, LIGHTWEIGHT AGGR. CONC. SHEAR TENSION SHEAR TENSION 1/4- 1 1/8" 412 230 330 150 3/8" 15/8" 850 440 760 210 112- 5/8" 21/4" 23/4" 1510 2180 I 970 1150 1250 430 1870 640 3/4" 31/4" 2930 1760 2560 960 1 41/2' 5200 I 2890 — — 1 1/4" 5 1/2" 6940 3490 — — NOTES . 1. ALLOWABLE LOADS AS NOTED IN THE TABLE WERE ASSUMED IN SELECTING THE DRILLED ANCHOR SIZES NOTED ON THE DRAWINGS. THE LOADS LISTED CORRESPOND TO 801 OF THE ICBO APPROVED VALUES FOR THE "KWIKBOLT" CONCRETE ANCHORS BY HILTI FASTENING SYSTEM, ICBO REPORT NO. 2156. SPECIAL INSPECTION IS REQUIRED FOR ALL DRILLED ANCHORS. 2. SUBSTITUTION OF OTHER ICBO APPROVED ANCHORS WILL BE ACCEPTED BY THE ENGINEER PROVIDED THAT THE FOLLOWING CRITERION IS MET: a. 801 OF ICBO APPROVED CAPACITIES IN TENSION AND SHEAR EQUAL OR EXCEED THE VALUES LISTED. b. THE LOADS USED FOR A GIVEN SIZE DO NOT EXCEED THOSE ALLOWED FOR THE SAME SIZE CAST -IN-PLACE ANCHOR BOLT WITH SPECIAL INSPECTION (1988 UBC TABLE 26F WITH 1001 INCREASE). 3. INCREASE OF ALLOWABLE LOADS FOR COMBINATION WITH WIND OR SEISMIC FORCES 1S NOT PERMITTED. 4. INSTALLATION MUST BE ACCORDING TO THE' REQUIREMENTS OF THE ICBO RESEARCH COMMITTEE RECOMMENDATIONS FOR THE SPECIFIC ANCHOR. 30) TYPICAL DRILLED ANCHORS LAP „c" REVERSE HOOKS AT CONSECUTIVE BARS _ NOTES : 11F. 1. "E" = EMBEDMENT LENGTH, SEE SCHEDULE. 2. LAP SPLICE HORIZONTAL WALL STEEL USING CLASS "C" TOP BAR SPLICES, SEE SCHEDULE. 19) DETAILS @ WALLS & CONTINUOUS FOOTINGS 0 9 10 MEMO CONCRETE rc ' - 3000 PSI F'c = 4000 PSI STRENGTH 3" BAR CASE BASIC To BAR BASIC i TOP BAR SIZE NO. 5 AND SMALLER BAR OR WWF. . . . . . . . . 11/2" SURFACE NOT EXPOSED TO EARTH OR WEATHER #3 1'-0" 1'-1" 1'-0" 1'—i" #4 1'-0" ''-5" 1'-0" 1'-5" #5 1'-3„ I ,,-9„ 1. 3" 1'-9„ #6 1'-7" 2'-3" 1'-6" I 2'-1" #7 2'-2" 3'-1" 1'-11„ 2,-8„ — —�—-3 #8 2'— 11 4 —0" 2'— 6 —6„ #9 3'-8" 5'-1 3'-2" 4'-5" #10 4'-8" 6'-6" 4'-0" 5'-7" #11 5-8" 8'-0" 4'-11" 6'-11" NOTES: _ 1. USE EMBEDMENT SHOWN ABOVE FOR ALL BARS IN NORMAL WEIGHT CONCRETE U.O.N. ON DRAWINGS. 2. TOP BARS ARE HORIZONTAL BARS WITH 12" OR MORE OF CONCRETE CAST BELOW THEM. BAR EMBEDMENT SCHEDULE MINIMUM CONCRETE COVER FOR REINFORCING STEEL (FROM SURFACE OF CONCRETE TO SURFACE OF STEEL) SURFACE CAST AGAINST EARTH . . . . . . . . . 3" (EXCEPT SLAB ON GRADE) SURFACE EXPOSED TO EARTH OR WEATHER NO. 6 AND LARGER BAR . . . . . . . . . . . . . 2" NO. 5 AND SMALLER BAR OR WWF. . . . . . . . . 11/2" SURFACE NOT EXPOSED TO EARTH OR WEATHER STRUCTURAL SLAB TO BOTTOM BARS. . . . . . . . . 1" STRUCTURAL SLAB TO TOP BARS . . . . . . . . . 3/4" WALL . . . . . . . . . . . . . . . . . .. . . 1„ JOIST OR WAFFLE TO STIRRUPS . . . . . . . . . . . 1" BEAM TO STIRRUPS . . . . . . . . . . . . . . 11/2" COLUMN -TO SPIRAL OR TIES . . 11/2 SHOTCRETE WALL AT FORMED FACE . . . . . . . . . 2" CONCRETE PROTECTION FOR REINF. STEEL L1�/LI Stone Marraccini Patterson' Architecture Planning Interior Architecture One Market Plaza Spear Street Tower Suite 400 San Francisco CA 94105 415 227-0100 Architect,AIA Tech. Checked Tech. Coord. Arch. RUTHERFORD & CHEKENE 303 Second St. Suite 800 N. San Francisco, CA 94107 Structural Engineer GUTTMANN do MccRITCHIE 631 Howard Street, Suite 500 San Francisco, CA 94105 Mechanical Engineer THE ENGINEERING ENTERPRISE 1305 Marina Village Parkway Alameda, CA 94501 Electrical Engineer KJELDSEN—SINNOCK do ASSOCIATES. INC. 1113 West Fremont Street Stockton, CA 952.03 Civil Engineer Approvals Revisions No. I I Date 90% REVIEW 23—MAR-92 SAN JOAQUIN GENERAL HOSPITAL REPLACEMENT PROJECT, PHASE 1A STORM LIFT STATION TYPICAL REINFORCING BAR DETAI LS Scale: AS—NOTED Project No. Drawing No. 53000.09 C 1.56 Date 25 FEB. 1992