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GENERAL NOTES ALLOWABLE LOADS FOR DRILLED ANCHORS (POUNDS) 1. ALLOWABLE LOADS AS NOTED IN THE TABLE WERE ASSUMED IN TEST VALUES 4. REACTION LOADS FROM TEST FIXTURES MAY BE APPLIED CLOSE TO THE - HYDRAULIC RAM METHOD: THE ANCHOR SHOULD HAVE NO S NE AGGREGATE CO C. LIGHTWEIGHT GGR GONG. SELECTING THE DRILLED ANCHOR SIZES NOTED ON THE DRAWINGS. ANCHOR BEING TESTED, PROVIDED THE ANCHOR IS NOT RESTRAINED OBSERVABLE MOVEMENT AT THE APPLICABLE TEST LOAD. FOR MINIMUM f�C = 3000 PSI MIN. f = 3500 PSI MIN. THE LOADS LISTED CORRESPOND TO 80% OF THE ICBO APPROVED HARDROCK OF LIGHTWEIGHT CONCRETE FROM WITHDRAWING BY THE FIXTURE(S). WEDGE AND SLEEVE TYPE ANCHORS, A PRACTICAL WAY TO DIAMETER EMBEDMENT VALUES FOR THE KWIKBOLT II CONCRETE ANCHORS BY HILTI DETERMINE OBSERVABLE MOVEMENT IS THAT THE WASHER UNDER THE SHEAR TENSION SHEAR TENSION FASTENING SYSTEM, ICBO REPORT NO. 4627. SPECIAL INSPECTION ANCHOR WEDGE SLEEVE SHELL 5. SHELL TYPE ANCHORS SHOULD BE TESTED AS FOLLOWS: NUT BECOMES LOOSE. 1/4° 11P8 320 250 320 260 IS REQUIRED FOR ALL DRILLED ANCHORS. ) DIA. LOAD TORQUE LOAD TORQUE LOAD TORQUE _ VISUALLY INSPECT 257 FOR FULL EXPANSION AS EVIDENCED BY -_TORQUE WRENCH METHOD: _ THE APPLICABLE TEST TORQUE MUST BE 2, SUBSTITUTION OF OTHER ICBO APPROVED ANCHORS WILL BE ACCEPTED (in) (Ibs) (ft-lbs) (lbs) (ft-lbs) (Ibs) (ft-lbs) THE LOCATION OF THE EXPANSION PLUG IN THE ANCHOR BODY. REACHED WITHIN THE FOLLOWING LIMITS: 3/8" 15/8 780 490 600 430 BY THE STRUCTURAL ENGINEER PROVIDED THAT THE FOLLOWING Stone 1/4 800 10 400 4 1000 _ PLUG LOCATION OF A FULLY EXPANDED ANCHOR SHOULD BE AS CRITERIA ARE MET. 5/16 - - 400 5 1400 _ RECOMMENDED BY THE MANUFACTURER, OR, IN THE ABSENCE OF WEDGE OF SLEEVE TYPE: ONE-HALF (1/2) TURN OF THE NUT. 1/2" 21/4" 1470 980 1 1100 780 {� ��a OOZ�I 3/8 1100 25 700 10 1800 - SUCH RECOMMENDATION, AS DETERMINED ON THE JOB SITE ONE-QUARTER (1/4) TURN OF THE NUT " a. 80% OF ICBO APPROVED CAPACITIES IN TENSION AND SHEAR jell Cly y� 1/2 2000 50- 900 20 2700 _ FOLLOWING THE MANUFACTURER'S INSTALLATION INSTRUCTIONS, FOR THE 3/8 IN. SLEEVE ANCHOR ONLY. 5/8" 23/4 2300 1400 1980 1170 EQUAL OR EXCEED THE VALUES LISTED, PutteT'SO11 5/8 2300- 80 1100 45 3700 - AND; 3 4 3700 150 1400 90 5400 - 9. TESTING SHOULD OCCUR 24 HOURS MINIMUM AFTER INSTALLATION OF 3/4" 3 Va' 3100 1740 2540 1630 b. THE LOADS USED FOR A GIVEN SIZE DO NOT EXCEED THOSE / - PROOF LOAD 5% AS INDICATED IN THE TABLE ABOVE, BUT NOT THE SUBJECT ANCHORS. ALLOWED FOR THE SAME SIZE CAST-IN-PLACE ANCHOR BOLT 1 5800 250 - - - - LESS THAN THREE ANCHORS PER DAY FOR EACH DIFFERENT PERSON STRUCTURAL STEEL MEMBER 1" 41/2" 5700 3040 - - WITH SPECIAL INSPECTION (1988 UBC TABLE 26F WITH 100% Architecture OR CREW INSTALLING ANCHORS, OR; WHERE OCCURS INCREASE). TESTING NOTES: LT. WT. cork. Planning - TEST 50% OF THE INSTALLED ANCHORS PER 2624(d). DRILLED ANCHOR SIZE AS NOTED STONE AGGREGATE FILL fc'(MIN.)=3500 PSI i" MIN. C. THE PROPOSED ANCHOR TYPE IS ACCEPTABLE TO OSHPD. 1. ANCHOR DIAMETER REFERS TO THE THREAD SIZE OF THE WEDGE & ON SPECIFIC DETAILS ALLOWABLE CONC. fc(MIN.)=3000 PSI Interior Architecture SHELL CATEGORIES AND TO THE ANCHOR OUTSIDE DIAMETER FOR THE 6. TEST EQUIPMENT IS TO BE CALIBRATED BY AN APPROVED TESTING LOAD AS NOTED IN SCHEDULE SLEEVE CATEGORY. LABORATORY IN ACCORDANCE WITH STANDARD RECOGNIZED PROCEDURES. 3. INCREASE OF ALLOWABLE LOADS FOR COMBINATION WITH 'MND OR • .., ', < , ° '. SEISMIC FORCES IS NOT PERMITTED. One Market Plaza 2. APPLY PROOF TEST LOADS TO WEDGE & SLEEVE ANCHORS WITHOUT „ MBEDMENT 7. TORQUE TEST VALUES FOR SHELL TYPE ANCHORS ARE OMITTED DUE TO ° . 4. INSTALLATION MUST BE ACCORDING TO THE REQUIREMENTS OF THE Spear Street Tower REMOVING THE NUT IF POSSIBLE. IF NOT, REMOVE NUT AND INSTALL A LACK OF DATA. TORQUE TESTING CAN OCCUR ON AN INDIVIDUAL EE TABLE ; ? ICBO RESEARCH COMMITTEE RECOMMENDATIONS FOR THE SPECIFIC Suite 4OO A THREADED COUPLER TOT HE SAME TIGHTNESS OF THE ORIGINAL NUT BASIS WHEN TEST PROCEDURES ARE SUBMITTED AND APPROVED BY THE4!A::1. USING A TORQUE WRENCH AND APPLY LOAD. ENFORCEMENT AGENCY. TABULATED VALUES MAY BE FORTHCOMING ONCE ANCHOR: DRILLED San Francisco THE ENFORCEMENT AGENCY HAS MORE DATA TO EVALUATE THE r_1 ANCHOR EMBEDMENT SEE TABLE 5. FOR TESi1NG SEE TEST NG NOTES CA 94105 3. FOR SLEEVE/SHELL INTERNALLY THREADED CATEGORIES, VERIFY THAT FEASIBILITY OF STANDARD TORQUE VALUES. BOTTOM OF SLAB " MIN. I METAL DECK THE ANCHOR IS NOT PREVENTED FORM WITHDRAWING BY A BASEPLATE OR FACE OF WALL 2" MIN. AT WHERE CONNECTION OR OTHER FIXTURES. IF RESTRAINT IS FOUND, LOOSEN AND SHIM OR 8, THE FOLLOWING CRITERIA APPLY FOR THE ACCEPTANCE OF INSTALLED SLAB ON GRADE v STRUCTURAL STEEL MEMBER 415 227-0100 REMOVE FIXTURE(S) PRIOR TO TESTING. ANCHORS: DESN NOT AT DOWN FLUTE AT CONCRETE SLAB OR WALL ANCHORSNASES OWN AT METAL DECK WHERE OCCURS TYPICAL DRILLED ANCHORS Architect,AlA S-O" MIN. DIAG. REINF. 5x5'-0" EA CORNER TRIM BARLLL/ SLOPED BARS AND STIRRUP LOCATE JT. WITHIN MIDDLE ` No.12409 w TYP. AT A. CURTAIN OF REINFORCING STD,HOOK CONCRETE F'c = 3000 PSI F'c = 4000 PSI TIES SAME AS FOOTING OR i 3 OF SPAN. SUBMIT JOINT Tech. Checked Tech. r�j\PIN='"=" / FIRST POUR AT END OF STRENGTH GRADE BEAM REINF. LOCATIONS TO ARCH. FOR i6cord. Arch. ��MMA 0E BARS CONT. WHERE OPNGS. TYP. REINF. 3" "E" MIN. E' of t nua 8'-0"OR LESS APART. CLASS OF TOP&BGT. REVIEW. +/ CLASS B" CLASS C' CLASS B" CLASS C" LAP SPLICE E CONTINUE ALL. SCHEDULED QA r WHERE FULL INCREASE DEPTH OF 2 1/2" x D/3 x FULL WIDTH KEYWAY RUTHERFORD k CHEKENE 1, SAU� EXTENSION IS LONGITUDINAL REINF. �s R �o CASE TOP TOP TOP TOP STIRRUP TIE AS REQ'D 303 Second St. Sults 800 N. NOT POSSIBLE BAR BASIC BASIC BASIC BASIC TO' ENCLOSE SLOPED THROUGH JOINT. ADD #7x5'-4" San Francisco, CA 94107 H EXTEND AS FAR TYPICAL EDGE FOR slzE BAR BAR BAR BAR BARS. BARS ACROSS AS POSSIBLE 3 1'-0" 1'-4" V-3" i'-9" 1'-0" V-4" V-3" V-9" t JOINT SEE TABLE - '♦ \4J WALL 9 OR LESS # "D" MIN. t t - - w F AND HOOK. i L 0 No. Structural Engineer BE 0 R �? IM. - ^ „ " t I w OF BARS FOR 1 U VERTICAL #4 V-4" V-10" i'-8" 2'-5" 1'-4" V-10' V-8" 2 -5 E tt _ TYP. GE TYP. EDGE CLASS C" Al BARS I �o w SIZES.BEAM GUTTMANN & MacRITCHIE CLASS "C" #5 V-8 2 -3' 2'-2" 3'-0" V-8" 2'-3" 2'-2" 3'-0' LAP, TYP. LAP SPLICE s31 Howard street, Suite 500 (TOP BARS) #6 2'-1" 2'-�11" 2'-9" 3' 10" 1'-11" 2' 9" 2'-7" 3'-7" ADD STIRRUPS San Francisco, CA 94705 0 DIAGONAL BARS SEE PLAN w11 AT JOINT REQ_D AT FOUNDATION FLOOR LINE :�_ :=:= _ #7 2'-10" 4'-0" 3'-9" 5'-2" 2'-6" S-5" S-3" 4'-6" FOR ELEV. 2"LW o I o X 4 TYP. Mechanical Engineer #8 S-9" 5'-3" 4'-11" C-10" 3'-3" 4'-7" 4'-3" 5'-11" - I i I ¢ TYP. STIRRUP [20311203 TYP. STIRRUP i CLR: N PATTERN PATTERN THE ENGINEERING ENTERPRISE NOTE: LACE HORIZ. #9 4'-9" 6'-8" 6'-2" 8'-8" 4'-1" 5'-9" 5'-5" 7'-6" 1305 Marina Village Parkway TRIM BARS IN Alameda, CA 94501 PROVIDE TRIM BARS AT CONSTRUCTION JOINTS AT HATCH AREA, ADD TYPICAL WALL REINF. U-SHAPED BARS „ No. OF ADDED #7 BARS ACROSS JOINT NOTE: FOR TO MAKE: SAME LAYER AS 10 6'-0' 8'-5" T-11' 11'-0" 5'-3' T-4' 6'-10" 9'-T E" E' MIN. 3" 3'-0° FOR BEAM WIDTH LESS THAN LARGER BEAMS, AT ENDS OF WALLS PROVIDE DOWELS TO TO MATCH SIZE # TOP & BOL MIN. (2-#6 MIN.). MATCH TRIMS. SPACING OF HORIZONTAL REINF. = Lw/5 MAX. AND SPACING OF HORIZ. WALL oEXTRAPOLATE Electrical Engineer SPACING OF VERTICAL REINF. = Lw/3 MAX. HORIZ. WALL REINF. STEEL #11 7'-5" 10'-4" 9'-8" 13'-7" 6'-5" 9'-0" 8'-5" 11'-9" (SEE PLAN FOR z 2'-0" 3'-0" 4'-0" 5'-0- 9 EXTEND VERTICALS 2'-0" MIN. TOP & BOTTOM. ¢ -- FROM TABLE. LOCATION OF ar52" 16 0 0 0 0 ELEVATION TYPICAL EDGE FOR NOTES : i. USE CLASS "C" SPLICES UNLESS SPECIFICALLY NOTED NOTE: STEPS, TYP.) w M <n28' 2 3 4 5 �- CLASS "B" ON DRAWINGS. "E" = EMBEDMENT LENGTH, SEE SCHEDULE. w40" ' 4 6 8 10 WALL 10 OR THICKER 2. TOP BARS ARE HORIZONTAL BARS WITH 12" OR MORE HOOK WHERE NECESSARY TO PROVIDE REQUIRED EMBEDMENT. J6 9 12 15 OF CONCRETE CAST BELOW THEM. TYPICAL REINFORCING AT OPENINGS AND EDGES OF CONCRETE WALLS 15 TYPICAL RREINFORCING BAR 1 TYPICAL GRADE FOOTING �7 CTYPICAL ONCRETE BEAMR CTIORNADE JOIN E F-3] Approvals SPCES ADDED REINF. ACROSS AM LAP _"E" LAP CONCRETE MAX. SLEEVE O.D. A CLASS "C' JOINT WHERE INDICATED " STRENGTH F'c = 3000 PSI F'c = 4000 PSI 0'-0" _____ IS 113 OF FTG. THICKNESS. LAP SPLICE ° IN SECTIONS; PLACE ,K CASE GROUND LINE BETWEEN TYPICAL VERT. Q BAR BASIC TOP BAR BASIC TOP BAR z REINF. SEE SCHEDULE REVERSE HOOKS AT SIZE CONST. JT. w 5 FOR ADDED REINF. SIZE CONSECUTIVE BARS N „E„ #3 1'-0" 1'-1" 1'-0" 1'-1" 6" MIN. AND SPACING. C L r Z COMPACTED i /`� DATC SE.P 71 19: : I , t k #4 V-0' 1'-5' 1'-0' 1'-5" 6 I® I i ACKFILL, TRENCH 6" MIN: Ia.t AT ALL 2-CURTAIN WALLS 5 BEE SPECS. -x 4° MIN. Jr '� 1 1 # V-3' 1'-9' V-3' 1'-9' --- 1 ate• sw rxwm • PROVIDE SPREADERS ® 1 i SEE NOTE 4 4 -0 EA. WAY FOOTING e E" #6 1'-7" 2'-3" 1'-6' 2'-1° 1'-6" ` i i 6" A ) E" #7 2'-2" 3'-1" 1'-11„ 2' 8„ MIN. i 2 SCHEDULE OF ADDED JOINT REINFORCING SECTION A-A 9„ 9„ Revisions STD. HK. MIN . #8 2'-11" 4'-0" 2'-6" 3'-6" i i No. I Date WALL THICKNESS g" 0" 12" 8" TURN DOWN IF REQ'D \ i i SEE NOTE 3 ADDED #5®12° #4®16" #4®12" #5®12" #9 S-8" 5'-1" S-2" 4'-5" BOTTOM OF TRENCH. REINFORCING EACH FACE EACH FACE EACH FACE n STD. HK. MIN. EXCAVATION SHALL i i i. DO NOT PASS PIPES UNDER OR THROUGH ISOLATED SPREAD FOOTINGS. TURN DOW IF REQ'D #10 4'-8" 6'-6" 4'-0" 5'-7" NOT EXTEND BELOW NOTES : 2. PROVIDE SLEEVES FOR ALL PIPES PASSING THROUGH CONCRETE WITH THIS LINE. 1 L I.D. 2" LARGER THAN PIPE. 1. JOINT SURFACE SHALL BE CLEAN AND FREE OF LAITANCE AND w #11 5'-8" 8'-0" 4'-11" 6'-11' 1 ROUGHENED TO EXPOSE AGGREGATE FIRMLY EMBEDDED IN MORTAR ----J 3. CLEARANCE BETWEEN ADJACENT SLEEVES SHALL BE LESS THAN RIA. TO A FULL 1/4" AMPLITUDE. NOTES: OF LARGER SLEEVE OR 6" MINIMUM. 2. "E" = EMBEDMENT LENGTH, SEE SCHEDULE. 2" MAX. E" E111_ 1. USE EMBEDMENT SHOWN ABOVE FOR ALL BARS IN NORMAL 4. FSR PIPES BELOW FOOTINGS, EXCAVATE AS SHOWN AND FILL WITH 3. JOINT OF WALL TO FOOTING AND JOINT OF CONCRETE SLAB TYP. TO WALL ARE SIMILAR, NOTES : WEIGHT CONCRETE U.O.N. ON DRAWINGS. CCIJCRETE PRIOR TO PLACING FOOTING. r 1. "E" = EMBEDMENT LENGTH, SEE SCHEDULE. 2. TOP BARS ARE HORIZONTAL BARS WITH 12" OR MORE OF 2. LAP SPLICE HORIZONTAL WALL STEEL USING PARALLEL TO FOOTINGS PERPENDICULAR TO FOOTINGS CLASS "C" TOP BAR SPLICES, SEE SCHEDULE. CONCRETE CAST BELOW THEM. TYPICAL HORIZONTAL CONSTRUCTION g TYPICAL RADE BEAMSORIZAND REINF. F. DETAILS L S FOOTINGS S � 4 TYPICALEMBEDMENTREINFORCING BAR 10 TYPICAL PIPE TRENCHES AND PENETRATIONS AT FOOTINGS AND GRADE BEAMS JOINT IN CONCRETE WALL FIRST POUR SCHEDULED HORIZ. SEE SECTIONS FOR REINF. CONTINUED 12d FOR STD HOOK, d OR CONDITIONS AT 2'-0" 5" CONC. SLAB ON GRADE REINF. W 3 `1 THROUGH JOINT 6d OR 4" MIN. FOR 4" MIN. �- _ _ / STIRRUP/TIE HOOK. d MINIMUM CONCRETE COVER FOR REINFORCING STEEL WALLS AND FOOTINGS. EXTEND ALL REINF. w #4 @ 12" O.C. E.W., TYP. U.O.N. • fd #4 ® 12" O.C. THROUGH JOINT. oSEE PIAN FOR SLAB THICKNESS (FROM SURFACE OF CONCRETE TO SURFACE OF STEEL) LAR SPLICE EDGE EACH SIDE AT SPECIAL CONDITIONS. 2'-2" LAP UJ_ 3Vz"® 9" OR D "2N i i 6 2'-2" 1/8" RADIUS. 2" SAND.• e THINNER WALLS d SURFACE CAST AGAINST EARTH . . . . . . . . . . . . 3" _ _ 1 „ SPLICE, TYP. w 4d OR (EXCEPT SLAB ON GRADE) g i MIN. 3" SQUARE :-, 3/4� DEEP CONT KEY WITH 90' HOOK 135' HOOK 180' HOOK z ' o PRECAST CONC. CLASS "C" oo �Y o" LAP SPLICE 3/4 x 12 LONG INTERMITTANT SURFACE EXPOSED TO EARTH OR WEATHER NOTE BAR SUPPORTS (TOP BARS) KEYS ® 24 O.C. REVERSE CAPS AT N0. 6 AND LARGER BAR . 2" i M 2-#4 CONT. T&B PROVIDE CONSTRUCTION JOINTS _ VAPOR BARRIER OR ®37 O.C. E.W. 3 4" PLAN VIEW CONSECUTIVE STIRRUPS N0. 5 AND SMALLER BAR OR WWF. 1 Vz" i `� 12" AS SHOWN ON PLANS. 6" RECOMPACTED WATER PROOFING 1MIN. AT UNSUPPORTED EDGES SITE SOIL OR 5' MIN. CLASS 2 PERMEABLE BASE ----�1r___-� ENGINEERED FILL SAN JOAQUIN SURFACE NOT EXPOSED TO EARTH OR WEATHER WHERE NOTED ON PLAN 90' HOOK 135• STRUCTURAL SLAB TO BOTTOM BARS. . . . . . . . . 1" TYPICAL EDGE OF SLAB CONSTRUCTION JOINT (C.J.) TYPICAL SECTION GENERAL HOSPITAL HOOKS STRUCTURAL SLAB TO TOP BARS . . . . . . . . . 3/4" EPLACEMENT PROJECT, v NOTE: D, TYP ADD #4x2'-D" ® 16 O.C. 9" MAX. 11/4" DEEP SAWCIUT x PHASE 1 B WALL . . . . . . 1" 2'-0" CONC. CURB 1-#4 COCONT. 2" TO CUT END OVER CONDUIT. OF BAR. LOCATE WALL CONSTRUCTION JOINTS JOIST OR WAFFLE TO STIRRUPS . . . . . . . . . . . 1" 2" MAX. T 0 CONC. AT 60'-0" MAX. SPACING AND WITHIN BEAM TO STIRRUPS . 11/2" THICKEN SLAB 3" MAX. 12" MAX. �`-- ' ' 10'-0" OF CORNERS. LOCATION OF TYPICAL STIRRUP TYPICAL COLUMN TIE COLUMN TO SPIRAL OR PES . 1Vz" TO PROVIDE d TYPICAL DETAILS JOINTS SHALL BE APPROVED BY THE 2" MIN. COVER. 9„ in NOTES: OR CLOSED STIRRUP ARCHITECT. COLUMN ETE WALL AT FORMED FACE . 2" it/z" MAX. O.D. CONDUIT NOTE: 1. BEND DIAMETER "D" SHALL CONFORM TO UBC SECTION 2607. PLACED BENEATH REINF. PROVIDE JOINTS WHERE SHOWN ON PLANS 1 Vz„ 2. PROVIDE MINIMUM HOOK LENGTHS UNLESS LONGER LENGTHS NO CROSSING CONDUITS SLOPE AS SHOWN #3 @ 12"0.C• Scale; NONE ARE SHOWN ON DRAWINGS. PERMITTED. e MIN. CLEAR NOTE Project No. Drawing No. 3. BAR, STIRRUP AND TIE CONFIGURATION SHALL BE AS SHOWN BETWEEN CONDUITS. S.A.D. FOR LOCATION AND DIMENSIONS. TICAL CURB DETAILS SAW CUT JOINT (S.J.) ISOMETRIC VIEW ON DRAWINGS. 53000.09 TYPICAL VERN TICAL CONSTRUC WALLTION 17 TY& CAL REINFORCING &ORCING BA & HOOKS 13 CON RE ETE NFORCI PROTECTSTION FOR Co DUIT DEPREssION TYPICAL SLAB ON GRADE DETAILS a DFae�19»� SO . 2