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HomeMy WebLinkAboutFOUNDATIION PLANS - 21-00285 - 2907 Mendoza Dr - Mendoza ShopFOUNDATION NOTES 1. Design Information and Loads A. Foundation design in accordance with 2018 International Building Code using the reactions provided by the metal building manufacturer for the following design criteria. B. Ground Snow Load .................. 50 psf Roof Snow Load .................. 42 psf C. Wind Speed ...................... 105 mph Exposure ....................... C D. SDs .......................... 0.367 E. SDC .......................... D F. Frost Depth ...................... 2'-6" 2. Earthwork A. Foundation Design Values (assumed) i. Allowable Soil Bearing Pressure — 1500 psf ii. Coefficient of Friction — 0.25 iii. Passive Earth Pressure — 200 psf/ft of depth B. The building pad area shall be stripped of all frozen soil, debris, vegetation, and topsoil. All fill soils and any remaining loose natural soils shall be excavated to expose suitable natural soils. C. Proof roll the entire building pad area to locate and remove all soft spots. Replace with compacted structural fill. D. Place all footings and slabs on undisturbed natural soil or on properly compacted structural fill. Contractor shall verify that soil under footings is suitable to support footings. E. Structural Fill: Structural fill should consist of well—graded sandy gravels with a maximum particle size of 3 inches and 5 to 15 percent fines (materials passing the No. 200 sieve). The liquid limit of fines should not exceed 35 and the plasticity index should be below 15. All fill soils should be free from topsoils, highly organic material, frozen soil, and other deleterious materials. Structural fill should be placed in maximum 8—inch thick loose lifts at a moisture content within 2 percent of optimum and compacted to at least 95 percent of modified proctor density (ASTM D1557) under the building and 90 percent under concrete flatwork. F. It is the responsibility of the contractor to ensure " of the bottom of the foundation is for enough bE grade to ensure adequate frost protection. 3. Concrete and Reinforcement A. Material Standards i. Concrete a. Footings: Exposure Classes FO, SO, f'c = 3000 p.s.i., max. w/cm ratio b. Exterior Walls: Exposure Classes F1, f'c = 3500 p.s.i., max. w/cm ratio NOTE: COORDINATE THIS DRAWING WITH THE R & M STEEL ANCHOR BOLT PLAN. F� INDICATES APPLICABLE FOOTING DETAIL. W0, CO = 0.5: S0, WC = 0.5' FOU SCALE: c. Interior Walls: Exposure Classes F0, SO, W0, CO Kwik HUS—TZ (ICC—ES ESR -3027), or Dewalt Screwbolt+ iii. Stagger splices in walls so that no two adjacent bars are tied to framework or to adjacent reinforcing prior to placement of f'c = 3000 p.s.i., max. w/cm ratio = N.A. (ICC—ES ESR -2526) spliced in the some location, unless shown otherwise.. the concrete. Tack welding of rebar joints in grade beams, walls, d. Interior Slabs: Exposure Classes F0, SO, W0, CO g. Use of hooked anchor rods/bolts is limited under the ACI iv. Make all bars continuous around corners or provide corner bars or cages is not allowed. Where welding of rebar is shown in the f'c = 3500 p.s.i., max. w/cm ratio = 0.55 and the IBC. Headed anchor rods/bolts must be used where of equal size and spacing. drawings, all rebar to be welded shall be ASTM A706 Grade 60. e. Air content for Exposures F1—F3 must meet the indicated in the details. v. Where 12 inches or less of fresh concrete is placed below requirements of Table 19.3.3.1 of ACI 318-14. Air—entraining h. The symbols � A.R./� A.B. as shown in the drawings horizontal reinforcing lap splice length may be reduced by 30%. 4. Special Inspections admixtures shall conform to ASTM C260 vi. Vertical bars in walls, grade beams, and piers to terminate in indicate the center line of the anchor rod/bolt pattern, not A. Concrete f. The cement type for Exposures S1—S3 must meet the footings with ACI standard hooks (12 bar diameters) to within the center line of any individual anchor rod/bolt. i. Spot Footings — Not required (IBC 1705.3 Exception 1) requirements of Table 19.3.2.1 of ACI 318-14. Cement shall 4 of the bottom of the footing unless noted otherwise. B. Detail reinforcing to co — conform to ASTM C150 g comply with ACI 315 Manual of Standard ii. Continuous Ftgs. Not required (IBC 1705.3 Exception 2.3) vii. Horizontal wall reinforcing shall terminate at the ends of walls g. Calcium Chloride admixture shall not be used in Exposures Practice for Detailing Reinforcing Concrete Structures" and the with a 90 degree hook plus a 6 bar diameter extension, unless iii, Slabs — Not required (IBC 1705.3 Exception 3) S2 and S3 Concrete Reinforcing Steel Institute (CRSI) recommendations. shown otherwise.. iv. Grade Beams — Not required (IBC 1705.3 Exception 4) h, Normal weight aggregates — ASTM C33 L Minimum clear concrete cover for reinforcement shall be as viii. Horizontal wall reinforcing shall be continuous through v. Walls — Not required (IBC 1705.3 Exception 4) ii. Reinforcing follows unless noted otherwise: construction and control joints. vi. Anchor rods/bolts — Required (IBC Table 1705.3) Special a. Rebar — ASTM A615 Grade 60 (Fy = 60 ksi) a. Concrete cast directly against and permanently exposed to ix. Splices in horizontal reinforcement shall be staggered. Splices in inspection may be waived subject to the approval of the b. Welded wire — ASTM A1064 earth — 3" two curtains (where used) shall not occur in the some location. building official. c. Epoxy/Adhesive — Simpson SET—XP (ICC—ES ESR -2508), b. Concrete exposed to weather or earth: x. Use chairs or other support devices as required for proper B. Steel Reinforcement Hilti RE-50OV3 (ICC—ES ELC-3814), or Dewalt Pure110+ 1. #5 bars or smaller — 1 clearance. i. Placement — Third party special inspection of reinforcing (ICC—ES ESR -3298) unless noted otherwise in the drawings. 2. #6 bars or larger — 2" xi. Rebar hairpins shall be centered in slabs and shall be wire tied placement need only be performed where specifically required by iii. Anchor Rods/Bolts c. Concrete not exposed to weather or in contact with the to the slab reinforcing (if any). Rebar hairpins shall be the building official. a. All anchor rods shall be cast—in—place headed anchor rods. ground — continuous through walls and piers; lap splices in hairpins may ii. Welding — Special inspection of rebar welding is required (if any Use of post—installed (epoxy, adhesive, expansion, screw,only occur in the floor slab unless noted otherwise. is used). d. Slobs on grade — as shown in details, J" min. from top of C. Control joints in slabs on grade are recommended to control etc.) anchors is not allowed without written permission from slabs not exposed to weather cracking. See plans for control joint spacing and details. MVE or unless specifically noted in the drawings. ,� 5. Miscellaneous ii. Lap Splice Lengths with 1 minimum clear cover D. Slabs and grade beams shall not have joints in a horizontal plane. b. Steel column anchor rods/bolts —ASTM F1554 Grade 36 � A. The contractor shall notify engineer of any variations in a. f'c 2500-3500 p.s.i. All reinforcement shall be continuous through all construction with ASTM A563 heavy hex nuts and hardened washers dimensions. 1. #6 and smaller — 49 bar diameters joints. (unless noted otherwise) B. The engineer is not responsible for any deviations from these plans 2. #7 and larger — 76 bar diameters E. Floor slab thickness and reinforcing shown in these drawings are c. Wood framing anchors —ASTM A307 with A36 plate washers � ode uate to su ort t ical uniform loads onl .Mountain View unless such changes are authorized in writing by the engineer. d. Headed stud anchors HSA — ASTM A108 b. f c = 4000 p.s.i. or greater q pP Yp Y (HSA) 1. #6 and smaller — 38 bar diameters Engineering has not designed the slab for any specific concentrated e. Deformed bar anchors (DBA) — ASTM A496 2. #7 and larger — 60 bar diameters forces such as those from vehicles, storage racks, or heavy f. Screw Anchors for jambs as indicated in the typical anchor c. Increase lap splice lengths by 50% where epoxy coated bars equipment (unless noted otherwise). rod schedule — Simpson Titen HD (ICC—ES ESR -2713), Hilti are used. F. Welding of rebar is not allowed unless specifically indicated in the drawings. All embedments, reinforcing, and dowels shall be securely LO m� 0 -t d� o x U - Z o W c H M Z C v . W N UJ ZZ 0 OCD Z C U eUJ tme C �� rn C m` .°f a W � d 2 ` N C .o r 0 Z ��g\ONAC FNG� a � 1 F�7A8 V. MAY 07 2021 SHEET NUMBER: Fml Z � 0-- d J. LARSEN MVM JOB NUMBER: 210679 Z_ 4J y U Q n O z O IL _ Z LL D � H O Z G N I = O Z CIOV O LL! W = LL. OC �u a 1<1<1<1< I � Q z o W LIJ Z U Z :1 O' O UO ��g\ONAC FNG� a � 1 F�7A8 V. MAY 07 2021 SHEET NUMBER: Fml Z � 0-- ENGINEER: J. LARSEN MVM JOB NUMBER: 210679 4J y U Q n O Z CL C m D � N I a 1<1<1<1< ��g\ONAC FNG� a � 1 F�7A8 V. MAY 07 2021 SHEET NUMBER: Fml DRAWN BY J.P. ENGINEER: J. LARSEN MVM JOB NUMBER: 210679 CONTROL JOINT NOTES: 2'-0" 1. Control joints shall be field located by the contractor. 6'-0" 3'-6 2. Control joints shall be located to limit the frequency and width " 6 1 —6 of random cracks in the concrete slab. 1'-10" 4'-2" d TOP OF 3. Locate and install control joints in accordance with ACI 360R 1'-4" 2'-2° PIER ELEV. SIDEWALL "Design of Slabs on Ground" and the details shown. 102'-0" 4. Maximum spacing of joints shall be per the table below. 5. Saw cuts should be made as soon as possible. criL w I N L °° J w (� MAXIMUM SPACING OF CONTROL JOINTS / I TOP OF J / I PIER ELEV, TOP OF WALL 2 TOP OF SLAB TOP OF PIER - 102'-0" / ELEV. 102'-0" �I ELEV. 102'-0" ELEV. 100'-0" A.R. L J I 4„ 8„ 4„ CD b A.R. � — 0 0-1 ' I \ ANCHOR RODS #4 HAIRPIN WITH f TOP OF S D 10" Slab thickness (T), in. Slump 4 in. to 6 in. Maximum—size aggregate less than 3/4 in. Maximum—size aggregate 3/4 in. and larger 4 8 ft. 10 ft. 13 ft. 5 10 ft. 6 12 ft. 15 ft. 7 14 ft. 18 ft. 8 16 ft. 20 ft. \ I CD 4'-0" LEGS ELEV. 100'-0" 12"x12" SHEETING #3 TIES Q 8" O.C. WITH TOP OF WALL 4 8" 4" NOTCH (3) IN TOP 5" OF PIER ELEV. 102'-0" 1'-4" CONCRETE SLAB, SEE"x4"x6" SPEED F— — J VERTICALS PLAN FOR THICKNESS 4 (4) #4 5" CONCRETE AND REINFORCING PLATES @ 24" O.C. #5 HAIRPIN WITH TOP OF WALL ANCHOR RODS SLAB ELEV. 102'-0" 4 8 4 12'-0" LEGS 10 0 4 — 3 TIES © 8" O.C. WITH d L 1 1 —4 # TOP OF SLAB 12"x12" SHEETING =;11=lml'1= (3) IN TOP 5 of PIER Ti-TI=1 CONSTRUCTION JOINT ELEV, 100'-0" NOTCH -III 5 CONCRETE SLAB - CONCRETE SLAB SEE (4) #4 0 6 8 �" SAW CUT, 4 OF THE VERTICALS N SLAB THICKNESS, FILL WITH WITH #4 HAIRPIN PLAN FOR THICKNESS SELF—LEVELING SEALANT 0 4 FENTERED IN SLAB —�,� — AND REINFORCING ANCHOR RODS d 1'-8"-IIIIIIIII-III' 12"x12" SHEETING #3 TIES © 8" O.C. WITH _1111111 II I I BARS 2-0 SQ. n—J Z NOTCH (3) IN TOP 5" OF PIER CONTROL JOINT 1'-4" 4 1'-4" a/4"=V-0" CORNER FOOTING DETAIL A CONTROL JOINTS o N.T.S. 5" CON RETE CON C VERTICALS WITH #5 HAIRPIN `V o — —• J—� •— — CENTERED IN SLAB � #4 CONTINUOUS HORIZONTAL C () # 12"x12" SHEETING 8 BARS @ 12" O.C. APPROACH SLAB, (5) BWAY 3'-6" SQ. �, NOTCH SLOPE AWAY FROM `r TOP OF WALL OPENING PER DOOR „ 1:5 " ELEV. 102'-0" 8 5 CONCRETE MANUFACTURERS .N SLAB RECOMMENDATIONS f— t I o TOP OF SLAB h 1'-10" 2'-6 5" CONCRETE N ELEV. 100'-0" ° SLAB F2 ENDWALL FOOTING DETAIL - o -1Ti-1 11=i TOP OF SLAB N =111 HORIZOONTALOUS 3/4"=1'-0° ELEV. 100'-0 77�1111jIM_-III BARS @ 12" O.C. (7) #5 BARS 21 #4 VERTICALS #4 VERTICALS EACH 6'-0" SQ. © 18 O.C. ® 18" O.C. WAY (2) CONTINUOUS #4 (2) CONTINUOUS4 1' r HORIZONTAL BARS IN —4" z FOOTING, BARS SHALL BE HORIZONTAL BARS IN � 00 CONTINUOUS THROUGH FOOTING, BARS SHALL BE SPOT FOOTINGS CONTINUOUS THROUGH D3/4"=V-0"PERIMETER SIDEWALL FOOTING DETAIL SPOT FOOTINGS GRADE BEAM DETAIL C BLOCKOUT AT DOORS @)3/4"=1'-0' 3/4"=1'-0" CD LO m i M rn LO o x Z0 w ' C.6 Z_ Z "LC) � LU IN ZZ 0 r a O Z T C w U c o, C o C M c w in 3 L O z M p z � � � V Z N w o o � J Z Z ami O LU I� N p O LL Ln Z Z o O o Z in m Z X m O LL L o z 0 W U co 0 0 Z 0 p z � � � LU � w o o � Z ami I� N D Ln \ONA(F� a��\ MAY 07 2021 SHEET NUMBER: Fm2 DRAWN BY: J.P. NGINEER. J. LARSEN VVE JOB VUMBER.• 210679