The URL can be used to link to this page

Home My WebLink About06080001.17GENERAL Reference Architectural, Mechanical, Electrical, and Plumbing drawings for openings, sleeves, curbs, inserts, etc. not herein indicated. All sleeves or openings required in structural members shall be approved by the Structural Engineer. The structure has been designed for the final, in- service condition. It shall be the contractor's responsibility through methods and means of construction to maintain the integrity of the structure during all stages of construction and insure safe working conditions. The Contractor shall be responsible for preparation of shop drawings to enable fabrication, erection and construction all parts of the work in accordance with the drawings, and specifications. Shop drawing review by the Structural Engineer shall be for design conformance only. The Contractor shall be responsible for all dimensions, accuracy, and fit of work. FOUNDATIONS Exterior foundations shall bear a minimum of S -0" below finish grade and shall bear on undisturbed soil. All foundation excavations and related work shall conform to the requirements of the following Geotechnical Investigation report: Report number - 06IN0429 Prepared by - ALT & WITZIG ENGINERING INC. Dated - MAY 18, 2006 Allowable Soil bearing pressures: Spread Footings - 2,500 psf Wall Footings - 2,000 psf Report (within 24 hours) any unusual soil conditions not described in the Geotechnical investigation. Foundation excavations and other soils related work shall be inspected by a qualified Geotechnical Engineer. Foundation excavations shall be made to plan elevations and inspected by a qualified Geotechnical Engineer. Sail conditions found to be unacceptable shall be modified by one of the following procedures: 1. Remove all unacceptable soil and replace with compacted material as outlined in the Geotechnical report. 2. Lower foundations to an acceptable level and install concrete pedestals as directed by the Structural Engineer. Foundation excavations shall be compacted to a level surface (or formed where soil conditions do not allow). The excavation shall be protected from weather if concrete placement does not occur within 24 hours of excavation of the footing CONCRETE Reinforced concrete has been designed in conformance with the Building Code Requirements for Structural Concrete (ACI 318) and Commentary (ACI 3188). Concrete mixing, transporting, and placing shall be in accordance with the latest edition of the Specifications for Structural Concrete for Buildings (ACI 301). Concrete listed below shall be proportioned with sand fine aggregate and normal weight coarse aggregates (ACI 302.16) and Type I Portland cement (ASTM C150). Compressive strength (f'c) at 28 days shall conform to the following: Spread footings and wall footings 3,000 psi Sidewalks and exterior slabs 4,000 psi ( 6 7.+/ -1% air entrainment) Slabs on grade 3,000 psi Slab on grade construction shall be in conformance with the latest edition of the Guide for Concrete Floor and Slab Construction (ACI 302.1R) and the following minimum requirements: Minimum cement content (interior uses) 5 sacks /cys Minimum cement content (exterior uses) 6 sacks /cys Maximum w/c ratio (interior uses) 0.48 Maximum w/c ratio (exterior uses) 0.45 Maximum slump prior to addition of plasticizers 3 inches Maximum slump if plasticizers are not used 4 inches (measured at point of discharge from pipe)r wat Do not finish surface until concrete has lost surface water sheen or all free water. Do not sprinkle cement on the slab surface. Concrete slabs shall be cured immediately after finishing using a sprayed on liquid curing compound or other methods approved by the Structural Engineer. Compressive strength tests shall conform to the requirements of ASTM C39. Specimens shall be taken in accordance with the latest edition of ASTM C31. Each set shall include one cylinder tested at 7 days, 2 cylinders tested at 28 days and one cylinder retained in reserve. Test results shall be forwarded to the Structural Engineer for review and comment. Protect the concrete surface from precipitation and on hot, dry, windy days use wet burlap, plastic membranes or fogging. Construction joints between pours shall be prepared by roughening the contact surface to an amplitude of approximately 1/4 inch, removing all surface laitonce. The contractor shall submit mix designs for each proposed class of concrete for the Structural Engineer to review. REINFORCING STEEL Reinforcing steel shall be deformed bars of new billet steel with a minimum yield strength of 60,000 psi conforming to ASTM A615 -90. Detailing, fabricating, and placing of reinforcement shall be in accordance with the latest edition of the following standards: Specifications for Structural Concrete for Buildings (ACI 301), ACI Detailing Manual(SP66). Reinforcing bars shall not be welded, heated or cut unless shown on the contract documents. Welded wire fabric shall be smooth wire fabric (ASTM A185), supplied in flat sheets. Welded wire fabric shall be placed 2" down from the top of the slab for slabs on grade and lapped a minimum of 14 inches on all sides. Concrete cover shall be as specified in the latest edition of ACI 318, unless notes otherwise on plan. Use standard bar chairs and spacers to maintain concrete protection specified. Splicing of reinforcing bars shall conform to latest edition of ACI 318. Use a Class "B" lap at splices unless indicated elsewhere. MASONRY Concrete masonry design conforms to the latest edition of the Building Code Requirements for Concrete Masonry Structures (ACI 530). Concrete masonry construction shall be in accordance with the latest edition of the Specification for Concrete Masonry Construction (ACI 530.1). Minimum compressive strength (f'm) for concrete masonry units shall be 1,500 psi at 28 days. Mortar mixes (type M below grade, type M or S above grade) shall be proportioned to meet the requirements of ASTM C270 or C476. Masonry walls shall be laterally braced in accordance with all applicable codes and design requirements until roof construction is permanently installed. MECHANICAL ANCHORS Expansion and sleeve anchors shall be carbon steel anchors as manufactured by Hilti Fastening Systems or approved equal. Anchors shall be installed per manufacturer's recommendations. Anchors shall not be installed in concrete until it has attained its specified minimum 28 day compressive strength (f'c). GROUT FOR COLUMN BASEPLATES Grout for column base plates shall be a nonmetallic, non- shrink grout (complying with the requirements of ASTM C827 or CRD- C621), premixed, non - corrosive, non- staining product containing Portland Cement, silica sands, and fluidity improving compounds. Minimum compressive strength (fc) at 28 days shall be 4,000 psi. Compressive strength tests shall conform to the requirements of ASTM C109. 3/4" DIA. x16" SMOOTH BAR ® 24" O.C. 1/2 x SLAB THICKNESS .1•f:. �. POLYMER SEALANT COAT OR WRAP TO PREVENT BOND. 4? J < < . r. a_ _ SLAB REINFORCING PER PLAN CONSTRUCTION JOINT 1 4" (t) SAWED OR PREMOLDED JOINT P- ::2 SLAB REINFORCING PER PLAN CONTROL JOINT TYPICAL SLAB ON .GRADE JOINTS. NO SCALE /2" AT[ PEI P. JT. MATERL a c �c t C, COL. PER PLA,x .E PLAN INTERIOR EXTERIOR TYPICAL COLUMN ISOLATION JOINTS NO SCALE DIM PER ARCH 1/2- EXP. JOINT MATERIAL #4 x 1' -0" DETAIL AT DOOR JAMBS SCALE: 3/4" = 1' -0" N N( PER SCHEDULE -AN PER SHIMS & LEVELING NUTS I ozo _0 PLAN SECTION TYP. COLUMN BASE DETAIL. NO SCALE PL PER SCHEDULE COLUMN PER PLAN 0_ N 2 1 /2" 2 1/2- PLAN SHIMS LEVELI NUTS r z� 0� Zo rU' SECTION TS BRACE COLUMN- BASE DETAIL NO SCALE PLAN 2" E.W. TO PL SHIMS & -� LEVELING SHOWN ON COL. NUTS _D L_ PER JMN Y� Z En t Zo :- 0 SECTION WF BRACE COLUMN- BASE DETAIL. NO SCALE 0 X tl Z 0 a- Q._ Z W 0 W CL Z M (4) -3 4" DIA. x 1' -6" ANCHOR BOLTS (F1554, GR. 36) W HEX NUTS & WASHERS @ EA. END 4)-l" DIA. x 2' -0" ANCHOR BOLTS F1554, GR. 105) V/ HEX NUTS & WASHERS 0 EA. END ((4l-1" DIA. x 2' -0" ANCHOR BOLTS (F1554, GR. 105) W/ HEX NUTS & WASHERS ® EA. END u Z_ >Z adw -z J � Qit713ww U U Z w Z 7: j C) 0 UQ wL"Ume 0 S2 wZN CC 00 U_ 0 0 =00 =�� W e D a w O-mF z F�- Za- I-a1 -o ZUQOZU-N �N f"Z 00y�2 oU'JaW��c (AZ~C1 =Za tt- u?a�u$ Z O LL N r U_ U O m Z m U w to t. Z Y a U U N �V- W N ` C Z z ca 0 �Nm U o� z -p M r W Z .•. v W Q' %o� (9 =aa Z = �N 5 i; J. 3 CO a Cn w a t Z � iiJJttntt►�� w U Qa z 4X am J aN U Z Z W d UJ Z � 0 Z aZ Z a W�gc U LUoz LL J � LL U LU mmil 0 .4 T= LU Z 1: W Z Q Q Z EL 0 U F2. FPdD. �JOTES