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Home My WebLink AboutS-362510'� General Structural Notes r30 BASIS OF DESIGN i9" GENERAL DESIGN CRITERIA: ASCE 7-10 & IBC 2012 CONCRETE DESIGN: ACI 318-11 CMU DESIGN: ACI 530-11 GEOTECHNICAL PARAMETERS: 48" MINIMUM FROST DEPTH 18" MAXIMUM NET BEARING 2,000 PSF STATIC FOR FOOTINGS AT GRADE OTHER LOADING PARAMETERS: FOR STANnARn FNn HMKS RISK CATEGORY: 11 (NON-ESSENTIAL FACILITY) WIND DESIGN: 110 MPH BASIC WIND SPEED, EXPOSURE C ENCLOSURE CLASSIFICATION: ENCLOSED BUILDING PROCEDURE USED: SIMPLIFIED ENVELOPE PROCEDURE SNOW LOAD: 25 PSF, Is= 1.0 OTHER DESIGN VALUES USED: 79" CONCRETE: 4000 PSI WITH 60,000 PSI REINFORCING TIMBER: DFL #2 OR BETTER GLULAM: 24F -V4 DF/DF MINIMUM STRAIGHT DEVELOPMENT LENGTHS (ed+ TENSION BARS # 4 �%w 5" i9" #5 31" 24" #6 37" 29" #7 54" 42" #8 62" 48" #9 70" 54" #10 79" 61" MINIMUM EMBEDMENT LENGTHS (16) I11 FOR STANnARn FNn HMKS PL - PLATE FLOORS: 100 PSF CRITERIA ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (2012 EDITION). SPECIAL INSPECTIONS, TESTS AND OBSERVATIONS SPECIAL INSPECTIONS AND TESTS SHALL INCLUDE THE FOLLOWING. REFER TO IBC SECTION 1704 AND 1707 FOR DETAILS. 1. SPECIAL INSPECTIONS BY THE GEOTECHNICAL ENGINEER INCLUDING: A. SITE EXCAVATION AND GRADING B. PLACEMENT OF STRUCTURAL FILL AND SOIL COMPACTION C. VERIFICATION OF SOIL -BEARING CAPACITY 2. CONCRETE PLACEMENT AT CONCRETE CONSTRUCTION: CONTINUOUS, SEE ALSO SECTION 1704.4. 3. REINFORCEMENT AT CONCRETE CONSTRUCTION: PERIODIC, SEE ALSO SECTION 1704.4. 4. WOOD -FRAMED LATERAL -FORCE RESISTING SYSTEM: PERIODIC, SEE ALSO SECTION 1707.3. 5. TESTING OF CONCRETE FOR SPECIFIED COMPRESSIVE STRENGTH (FC), AIR CONTENT AND SLUMP. SEE IBC TABLE 1704.4. 6. STRUCTURAL OBSERVATION IN ACCORDANCE WITH IBC 1709 SHALL BE PROVIDED. 7. VERIFICATION OF SPECIFIED COMPRESSIVE STRENGTH (FM) OF MASONRY PRIOR TO CONSTRUCTION AND EVERY 5,000 SQUARE FEET DURING CONSTRUCTION. SEE IBC TABLE 1708.1.4. GENERAL 1. LINES SHOWN ON DRAWINGS MAY BE ASSOCIATED WITH CAD MODELING AND MAY NOT REPRESENT REQUIRED OR ALLOWED JOINTS. SEE DETAILS FOR CLARIFICATION ON REQUIRED AND ALLOWED JOINTS. 2. NOT ALL PENETRATIONS MAY BE SHOWN ON PLANS, CONTRACTOR SHALL COORDINATE SIZE AND LOCATION OF STRUCTURE PENETRATIONS WITH MECHANICAL SHEETS, MFR AND ORIENTATION PLAN. 3. GROUNDWATER MAY BE ENCOUNTERED DURING CONSTRUCTION OF THE STRUCTURES. THE CONTRACTOR SHALL PROVIDE THE NECESSARY SHORING AND DEWATERING FOR THE CONSTRUCTION OF THE STRUCTURES. 4. PROVIDE 6" MINIMUM PVC WATERSTOPS AT BELOW GRADE AND WATER HOLDING CONSTRUCTION JOINTS TYP., UNLESS NOTED OTHERWISE. PROVIDE MIN 1" CLR BETWEEN REINFORCING AND WATERSTOPS. 5. ALL DIMENSIONS SHALL BE COORDINATED AND VERIFIED BY THE EQUIPMENT MANUFACTURER PRIOR TO ANY CONCRETE CONSTRUCTION. DIMENSIONS AND ELEVATIONS SHOWN MAY REQUIRE ADJUSTMENT FOR SPECIFIC EQUIPMENT USED. REINFORCED CONCRETE REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH ACI 315-99 AND 318-11. LAP ALL REINFORCEMENTS IN ACCORDANCE WITH THE "REINFORCING SPLICE AND DEVELOPMENT LENGTH SCHEDULE" - SEE THIS SHEET. PROVIDE CORNER BARS AT ALL WALL INTERSECTIONS PER DETAIL 306. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY DETAILED OR APPROVED BY THE ENGINEER. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS, UNLESS OTHERWISE NOTED: FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH ...... 3" FORMED SURFACES EXPOSED TO EARTH (WALLS BELOW GRADE), WATER OR WEATHER (#6 BARS OR LARGER).. 2" COLUMN TIES OR SPIRALS AND BEAM STIRRUPS ..................................... 2" SLABS AND WALLS (DRY) ........................................... . .............1 1/2" ANCHORAGE CONCRETE ANCHORS USE HILTI HIT -RE 500 -SD CONCRETE ANCHORS AS SPECIFIED AND INSTALLED PER DETAIL 303 UNLESS OTHERWISE CALLED OUT ON PLANS. ABBREVIATIONS: AL - ALUMINUM EW - EACH WAY RB - ROUND BAR CHK - CHECKERED FB - FLAT BAR RST - REINFORCING STEEL CL - CENTERLINE HORZ - HORIZONTAL SST - STAINLESS STEEL CLR - CLEAR LLV - LONG LEG VERTICAL T&B - TOP AND BOTTOM EA - EACH O.C. - ON CENTER VERT - VERTICAL EF - EACH FACE PL - PLATE 17" BAR SIZE ALL BARS # 3 6" # 4 7" # 5 9" # 6 10" # 7 12" # 8 14" # 9 15" #10 17" MINIMUM LAP SPLICE LENGTHS (es i u TENSION BARS CLASS B BAR SIZE TOP BARS OTHER BARS # 3 25 19" # 4 33" 25" # 5 41" 31" # 6 49" 37" # 7 71 54" # 8 81" 62" # 9 9111 1"70" 7011 #10 103" 79" 1. SIDE COVER EQUAL TO OR GREATER THAN 2-1/2". 2. END COVER FOR 900 HOOKS MUST BE EQUAL TO OR GREATER THAN 2. -+- "TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF CONCRETE CAST BELOW THEM. IF CLEAR CONCRETE COVER IS LESS THAN 2x THE DIAMETER OF THE BAR OR THE CENTER -TO -CENTER SPACING IS LESS THAN (4) BAR DIAMETERS, THEN VALUES SHALL BE INCREASED BY 43%. REINFORCEMENT SPLICE AND 301 n=vm nOuNNr i GNr:Tu crWrni ii r T� SEE DETAIL 403 FOR CMU ANCHORS CONCRETE ANCHORS SHALL BE HILTI HIT -RE 500 -SD ADHESIVE ANCHORS AS SPECIFIED. WHERE SIZE IS CALLED OUT ON THE DRAWINGS, PROVIDE MINIMUM EMBEDMENT DEPTHS AS SHOWN ON THE FOLLOWING TABLES. PROVIDE MINIMUM EDGE DISTANCES AND SPACING AS SHOWN ON THE FOLLOWING TABLES UNLESS SPECIFICALLY DETAILED OTHERWISE. INSTALL CONCRETE ANCHORS IN STRICT ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. NOTIFY OWNER 24 HOURS IN ADVANCE OF INSTALLATION OF ALL ANCHORS. WHERE SIZE IS NOT CALLED OUT, ANCHOR SHALL BE SELECTED BASED ON DESIGN LOADS. IF THE MINIMUM EDGE DISTANCE AND/OR MINIMUM SPACING CAN NOT BE ACHIEVED, REFER TO PRODUCT INFORMATION FOR REDUCTION IN ALLOWABLE LOADS. 316 STAINLESS STEEL THREADED ROD DIAMETER OF ROD (INCHES) 3/8 1/2 5/8 3/4 MINIMUM EMBEDMENT DEPTH (INCHES) 31/2 41/4 5 65/8 MINIMUM CONCRETE THICKNESS (INCHES) 5114 61/2 7112 10 MINIMUM EDGE DISTANCE (INCHES) 51/4 61/2 71/2 10 MINIMUM ANCHOR SPACING (INCHES) 7 81/2 10 131/4 ALLOWABLE TENSION LOAD CAPACITY (POUNDS) 31105 4,371 5,535 89274 ALLOWABLE SHEAR LOAD CAPACITY (POUNDS) 2,519 51440 7,195 10,757 GRADE 60 REBAR REBAR SIZE #5 #6 #7 #8 MINIMUM EMBEDMENT DEPTH (INCHES) 5 7 71/2 8 MINIMUM CONCRETE THICKNESS (INCHES) 71/2 101/2 111/4 12 MINIMUM EDGE DISTANCE (INCHES) 7112 101/2 111/4 12 MINIMUM ANCHOR SPACING (INCHES) 10 14 15 16 ALLOWABLE TENSION LOAD CAPACITY (POUNDS) 51535 81783 91968 11,201 ALLOWABLE SHEAR LOAD CAPACITY (POUNDS) 71195 11,418 12,959 14,562 CONCRETE ANCHOR 302 �1? NOTE: SEE MECHANICAL DRAWINGS FOR EQUIPMENT LOCATION AND DIMENSIONS. 3" MIN. BEYOND EQUIPMENT BOLTS, TYP. #4 DOWELS, EACH CORNER AND 18" O.C., 3" EMBEDMENT INTO FLOOR CAST -IN-PLACE CONCRETE FLOOR, REINF. PER PLAN (2)#5 MIN I (1) #5 EACH SIDE ( OPENING, FUI HEIGHT, TY 11k1rri ni ^^I/ uvi lv v`r%Irl INTERIOR FACE OF ALL CMU J BLOCKS TO BE SMOOTH FACE 4. of 'LJBOND BEAM #5 VERTICAL RST @ 24" O.C. MAX. FILL ALL REINFORCED CELLS WITH GROUT. DO NOT GROUT UNREINFORCED CELLS. CAST -IN-PLACE CONCRETE, ROUGHEN FLOOR UNDER PAD PRIOR TO POURING PAD. PROVIDE 44 W1.4xW1.4 WWM AT TOP FACE WITH 1%" CLEAR COVER EQUIPMENT PAD./SOR� lot = if -o" " CHAMFER, ALL OUTER EDGES 13.5" UNLESS OTHERWISE NOTED CONCRETE FLOOR COATING ON EXTERIOR. PROVIDE SMOOTH FACE BLOCKS WHERE LIGHTS AND EQUIPMENT ARE PROPOSED ON WALLS CMU WALL INSULATION. ALL WALL CMU BLOCK TO BE GROUTED SOLID AS SPECIFIED. • BOND BEAM WITH #5 CONTINUOUS, ~- LAP JOINTS 24" MINIMUM (TYPICAL) #5 DOWELS AT 24" O.C., TYPICAL, TO MATCH LOCATIONS OF VERTICALLY REINFORCED CELLS OF CMU WALL ABOVE. CONCRETE STEM WALL CMU WALL 401 NOT TO SCALES01 REVISED TO CONFORM TO CONSTRUCTION RECORDS RH2 ENGINEERING INC. iF DWE 5-3615 CMU WALL INTERSECTION I CORNER 40 ,. _ ,._on �01 Nr M 0 w Cn v N z0 ,N N zg W W 4� z� �t o z �;A W cV W N I pC14 xinN D Im J 0 oc Z 0 CMU ANCHORS SHALL BE HILTI HY-150 ADHESIVE ANCHORS FOR USE IN GROUTED CMU CELLS OR HILTI HIT-HY 20 HYBRID ADHESIVE ANCHORS FOR USE IN UNGROUTED CMU CELLS. WHERE SIZE IS CALLED OUT ON THE DRAWINGS, PROVIDE MINIMUM EMBEDMENT DEPTHS AS o SHOWN ON THE FOLLOWING TABLES. PROVIDE MINIMUM EDGE DISTANCES AND SPACING AS (t,.A SHOWN ON THE FOLLOWING TABLES UNLESS SPECIFICALLY DETAILED OTHERWISE. ,� ♦ INSTALL ANCHORS IN STRICT ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. W W NOTIFY OWNER 24 HOURS IN ADVANCE OF INSTALLATION OF ALL ANCHORS. WHERE SIZE IS NOT CALLED OUT, ANCHOR SHALL BE SELECTED BASED ON DESIGN LOADSJF THE MINIMUM EDGE DISTANCE AND/OR MINIMUM SPACING CAN NOT BE ACHIEVED, REFER TO ' o M PRODUCT INFORMATION FOR REDUCTION IN ALLOWABLE LOADS. 2 HILTI HY-150 - 316 STAINLESS STEEL THREADED ROD DIAMETER OF ROD (INCHES) 3/8 1/2 5/8 MINIMUM EMBEDMENT DEPTH (INCHES) 3112 41/4 5 MINIMUM CONCRETE THICKNESS (INCHES) 51/4 63/8 71/2 0 MINIMUM EDGE DISTANCE (INCHES) 51/4 61/2 71/2 0 0 MINIMUM ANCHOR SPACING (INCHES) 7 81/2 10 o Z F_ALLOWABLE TENSION LOAD CAPACITY (POUNDS) 21540 31690 41920 O Q ALLOWABLE SHEAR LOAD CAPACITY (POUNDS) 1,875 31335 59060 Q > z W HILTI HY 20 - STAINLESS STEEL THREADED ROD DIAMETER OF ROD (INCHES) 1/4" 5/16" 3/8" 1/2" N N Q MINIMUM EDGE DISTANCE (INCHES) 12" 12" 12" 12" r 7 S MINIMUM ANCHOR SPACING (INCHES) (1) ANCHOR PER BLOCK CELL W a ALLOWABLE TENSION LOAD CAPACITY (POUNDS) 255 370 525 525 o ALLOWABLE SHEAR LOAD CAPACITY (POUNDS) 340 505 790 1,230 w ti 4 FORCES ARE DETERMINED BY THE FOLLOWING FORMULA: (Ps / Pt ( + Vs / Vt= 1 WHERE: P s = Applied Service Tension Load w z ) ) -W Pt _Allowable Service Tension Load ALLOWABLE LOADS FOR ANCHORS V s = Applied Service Shear Load SCALE: SHOWN SUBJECTED TO COMBINED SHEAR AND V t = Allowable Service Shear Load iiiW!!!%iiii TENSION 00 in 2" DRAWING IS FULL SCALE WHEN 10 BAR MEASURES T CMU ANCHOR 404 DWG NO.: SH .. 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