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HomeMy WebLinkAboutPLANS FOUNDATION - M19-00137 - Coblentz - 2866 Mendoza Dr - Self Storage FacilityFOUNDATION NOTES 1. Design Information and Loads A. Foundation design in accordance with 2015 International Building Code using the reactions provided by the metal building manufacturer for the following design criteria. B. Live Load ....................... 20 psf C. Ground Snow Load .................. 50 psf Roof Snow Load ................... 35 psf D. Wind Speed ...................... 115 mph Exposure ....................... C E. SDS ............. I ... I ........ 0.427 F. SDC . . . . . . . . . . . . . . . . . . . . . . . . . . D G. Frost Depth ...................... N.A." "NOTE: THIS FOUNDATION HAS BEEN DESIGNED AS A FROST PROTECTED SHALLOW FOUNDATION AS PER ASCE 32-01. 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 flotwork. F. It is the responsibility of the contractor to ensure that the depth of the bottom of the foundation is for enough below the adjacent grade to ensure adequate frost protection. G. Non—Frost—Susceptible Fill (NFSF): NFSF should consist of any structural fill material (as defined above) where no more than 6% of the mass of the materials may pass through the No. 200 sieve in accordance with ASTM D422. 3. Concrete and Reinforcement A. Material Standards i. Concrete a. Footings: Exposure Classes F0, SO, W0, CO f'c = 3000 p.s.i., max. w/cm ratio = 0.55 b. Exterior Walls: Exposure Classes F1, SO, W0, C1 f'c = 3500 p.s.i., max. w/cm ratio = 0.55 c. Interior Walls: Exposure Classes F0, SO, W0, CO f'c = 3000 p.s.i., max. w/cm ratio = N. A. d. Interior Slabs: Exposure Classes F1, SO, W0, CO f'c = 3500 p.s.i., max. w/cm ratio = 0.55 e. Air content for Exposures F1—F3 must meet the requirements of Table 19.3.3.1 of ACI 318-14. Air—entraining admixtures shall conform to ASTM C260 f. The cement type for Exposures S1—S3 must meet the requirements of Table 19.3.2.1 of ACI 318-14. Cement shall conform to ASTM C150 g. Calcium Chloride admixture shall not be used in Exposures S2 and S3 h. Normal weight aggregates — ASTM C33 ii. Reinforcing a. Rebar — ASTM A615 Grade 60 (Fy = 60 ksi) b. Welded wire — ASTM A1064 c. Epoxy — Simpson SET—XP (ICC—ES ESR -2508), Hilti HIT—HY 200 (ICC—ES ESR -3187), or Powers Fasteners PE1000+ (ICC—ES ESR -2583) 30 x 245 STORAGE BUILDING REXBURG, IDAHO iii. Anchor Rods/Bolts a. Steel column anchor rods/bolts — ASTM F1554 Grade 36 withASTM A563 heavy hex nuts and hardened washers b. Wood framing anchors — ASTM A307 with A36 plate washers c. Headed stud anchors (HSA) — ASTM A108 d. Deformed bar anchors (DBA) — ASTM A496 e. Expansion anchors — Simpson Strong—Bolt 2 (ICC—ES ESR -3037), Hilti Kwik Bolt TZ (ICC—ES ESR -1917), or Powers Fasteners Power—Stud+ SD2 (ICC—ES ESR -2502) f. Screw Anchors — Simpson Titen HD (ICC—ES ESR -2713), Hilti Kwik HUS—TZ (ICC—ES ESR -3027), or Powers Fasteners Wedge—Bolt+ (ICC—ES ESR -2526) g. Use of hooked anchor rods/bolts is limited under the ACI and the IBC. Headed anchor rods/bolts must be used where indicated in the details. h. The symbols q A.R./� A.B. as shown in the drawings indicate the center line of the anchor rod/bolt pattern, not the center line of any individual anchor rod/bolt. B. Detail reinforcing to comply with ACI 315 "Manual of Standard Practice for Detailing Reinforcing Concrete Structures" and the Concrete Reinforcing Steel Institute (CRSI) recommendations. i. Minimum clear concrete cover for reinforcement shall be as follows unless noted otherwise: a. Concrete cast directly against and permanently exposed to earth — 3" b. Concrete exposed to weather or earth: 1. #5 bars or smaller — 12" 2. #6 bars or larger — 2" c. Concrete not exposed to weather or in contact with the ground — 1" d. Slabs on grade — as shown in details, J" min. from top of slabs not exposed to weather ii. Lap Splice Lengths with 1i" minimum clear cover a. f'c = 2500-3500 p.s.i. 1. #6 and smaller — 49 bar diameters 2. #7 and larger 76 bar diameters b. f'c = 4000 p.s.i. or greater 1. #6 and smaller — 38 bar diameters 2. #7 and larger — 60 bar diameters c. Increase lap splice lengths by 50% where epoxy coated bars are used. iii. Stagger splices in walls so that no two adjacent bars are spliced in the some location, unless shown otherwise. iv. Make all bars continuous around corners or provide corner bars of equal size and spacing. v. Where 12 inches or less of fresh concrete is placed below horizontal reinforcing lap splice length may be reduced by 30%. vi. Vertical bars in walls, grade beams, and piers to terminate in footings with ACI standard hooks (12 bar diameters) to within 4" of the bottom of the footing unless noted otherwise. vii. Horizontal wall reinforcing shall terminate at the ends of walls with a 90 degree hook plus a 6 bar diameter extension, unless shown otherwise. viii. Horizontal wall reinforcing shall be continuous through construction and control joints. ix. Splices in horizontal reinforcement shall be staggered. Splices it two curtains (where used) shall not occur in the some location. x. Use chairs or other support devices as required for proper clearance. xi. Rebar hairpins shall be centered in slabs and shall be wire tied to the slab reinforcing (if any). Rebar hairpins shall be continuous through walls and piers; lap splices in hairpins may only occur in the floor slab unless noted otherwise. C. Control joints in slabs on grade are recommended to control cracking. See plans for control joint spacing and details. D. Slabs and grade beams shall not have joints in a horizontal plane. All reinforcement shall be continuous through all construction joints. E. Floor slab thickness and reinforcing shown in these drawings are adequate to support typical uniform loads only. Mountain View Engineering has not designed the slab for any specific concentrated forces such as those from vehicles, storage racks, or heavy equipment (unless noted otherwise). F. Welding of rebar is not allowed unless specifically indicated in the drawings. All embedments, reinforcing, and dowels shall be securely tied to framework or to adjacent reinforcing prior to placement of the concrete. Tack welding of rebar joints in grade beams, walls, or cages is not allowed. Where welding of rebar is shown in the drawings, all rebar to be welded shall be ASTM A706 Grade 60. 4. Special Inspections A. Concrete i. Spot Footings — Not required (OBC 1705.3 Exception 1) ii. Continuous Ftgs. — Not required (OBC 1705.3 Exception 2.3) iii. Slabs — Not required (OBC 1705.3 Exception 3) iv. Grade Beams — Not required (OBC 1705.3 Exception 4) v. Walls — Not required (OBC 1705.3 Exception 4) vi. Anchor rods/bolts — Required (OBC Table 1705.3) Special inspection may be waived subject to the approval of the building official. vii. Post—installed Anchors — Required (Periodic) (IBC Table 1705.3.4.b) B. Steel Reinforcement i. Placement — Third party special inspection of reinforcing placement need only be performed where specifically required by the building official. ii. Welding — Special inspection of rebar welding is required (if any is used). 5. Miscellaneous A. The contractor shall notify engineer of any variations in dimensions. B. The engineer is not responsible for any deviations from these plans unless such changes are authorized in writing by the engineer. NOTE: THESE FOUNDATION PLANS ARE TO BE USED FOR ONLY (2) IDENTICAL BUILDINGS ON THE SAME JOB SITE. THE PROFESSIONAL ENGINEER'S CERTIFICATION AND SEAL ARE INVALID FOR ANY BUILDINGS IN ADDITION TO THE (2) IDENTICAL BUILDINGS FOR WHICH THESE PLANS WERE INTENDED UNLESS CONSENT IS PROVIDED BY THE PROFESSIONAL ENGINEER IN WRITING. E ENC I'll Storage Systems Mini Storage Units SHEET NUMBER: G N 0 ~ ENGINEER: B. COX Z 200186 4LLJ W Ei � J_ U m 0 O 0 O Z = ZO 0 0 � � Q Q i' M Z CN m `�QaQ x W OM W o � g z z LQLtJ O O U Cn SHEET NUMBER: G N o ~ ENGINEER: B. COX MVE NUMBERS 200186 4LLJ W U � 0 0 Z CL CQ m 0 Q i' M a `�QaQ SHEET NUMBER: G N DRAIN) BY.• T.W. ENGINEER: B. COX MVE NUMBERS 200186 m M n C � LO M .y � G x V Z o W co P) c =� Z Z c - C v QW CD4 W03M 03 zz 6 OZ W ImU �o -rm c Q W� Y � co co .o L O z M co 2 2 2 Z 2 10 2 12„ 2 14 „ 2 16 2 18 2 20 „ 2 22 „ 2 24 „ 26 28 30 „ 2 011 2 2 Z 245-3” TO GRID 26 0 N W = 5'-32' 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" aa 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" TO a � C3 Lo m c�X O M W IX W o ZE z 0 GRID 17 Z C 3 O U FB G SIN � IT I—F FF 17 I� I I —'T 17 I I I I I I — I I I I I I 17 NIII F � � II II III IIII III III III III II III III III III II II II II II II II II II II II II II �I N � II II II II II II II II II II II II II II II FB E I I I I I I I I I 4" CONCRETE SLAB SLAB WITH 6x6 I I I I I I TY I I FDz `V 'L' I I I I I I I I W1.4xW1.4 WWM I I ON 4" GRANULAR BASE D o o N I LO �� II L_ ---L II ---- II --- II ----- II ----- II ---J II --- II ---J II ----� II �----J II L -----I II II II II (-----J ---J ----� L C � N � I �I II II II II II II II II II II SII II II II s � � II II II II II II II II II II I� II II II �I II II II II II II i I II II II II II II II II A \ PARTIAL FOUNDATION PLAN FB �✓ SCALE: 3/16"=1'-0" \ I JOINTS, FIELD 32 34 36 38 2 40 2 42 f-�i 44 2 46 48 50 - JCONTROL LOCATE, SEE DETAIL A ON SHEET F-2 AND NOTE 3C ON THIS SHEET 245'-3 TO GRID 1 \ „ 10 -0 TO 101-01110 „ -0 101-011101-01110 „ -0 101-011101-01110 -0 GRID 16 e F - i G NOTE: ALL ANCHORS SHALL BE �"O SCREW ANCHORS WITH 34" EMBEDMENT (SEE NOTE 3.A.iii.f SHEET GN). N'4 EXPANSION ANCHORS WITH 2q3" EMBEDMENT (SEE F NOTE 3.A.iii.e SHEET GN) MAY BE USED IN LIEU OF SCREW ANCHORS WHERE A MINIMUM CONCRETE EDGE I I I I I I I I I TY P. o DISTANCE OF 3 IS PROVIDED. c I I I I I i I I I I In _ N j E L L L----1 L----1 L 1----1 L ----1 — ----J ---J — — — — — — — — — — — — -J — — — — —— — — F- — — — B o o NOTE: THESE FOUNDATION PLANS ARE TO BE USED FOR ONLY (2) I F 2 IDENTICAL BUILDINGS ON THE SAME JOB SITE. THE PROFESSIONAL I I I— Ln4" ENGINEER'S CERTIFICATION AND SEAL ARE INVALID FOR ANY CONCRETE — — — C BUILDINGS IN ADDITION TO THE (2) IDENTICAL BUILDINGS FOR SLAB I WI4 I I I I I I I I I I F- — — — �I WHICH THESE PLANS WERE INTENDED UNLESS CONSENT IS WWM ON 4" GRANULAR I I I I I I I I I I I I I PROVIDED BY THE PROFESSIONAL ENGINEER IN WRITING. I I I I I I BASE I I I I I I I I I I I L II II -1 L II -1 L II -1 L II -1 L II -1 L II -1 L II -1 L I� -1 L I �; E ENCA PARTIAL FOUNDATION PLANR B F- 2 Storage Systems NOTE: COORDINATE THIS DRAWING WITH THE REGENCY STORAGE SCALE: 3/16"=l' -O" Fi INDICATES APPLICABLE FOOTING DETAIL. Mini Storage Units SYSTEMS SLAB PLAN. 10 m M n C � LO M .y � G x V Z o W co P) c =� Z Z c - C v QW CD4 W03M 03 zz 6 OZ W ImU �o -rm c Q W� Y � co co .o L O z M vv - - �'� 4952 efs OFMN�/ MAR 03 2020 SHEET NUMBER: Fml co � ENGINEER: B. COX Z 200186 Wa_ ooCS Elf - 0 Z m 0 N W = CL O I� r-7 o 0 aa N a � C3 Lo m c�X O M W IX W o ZE z 0 Z C 3 O U vv - - �'� 4952 efs OFMN�/ MAR 03 2020 SHEET NUMBER: Fml Z � ENGINEER: B. COX MVE JOB NUMBER. 200186 Wa_ ooCS Elf - Z 0 N O I� r-7 a aa aa vv - - �'� 4952 efs OFMN�/ MAR 03 2020 SHEET NUMBER: Fml DRAWN BY.: T.W. ENGINEER: B. COX MVE JOB NUMBER. 200186 CONTROL JOINT NOTES: 1. Control joints shall be field located by the contractor. 2. Control joints shall be located to limit the frequency and width of random cracks in the concrete slab. 3. Locate and install control joints in accordance with ACI 360R "Design of Slabs on Ground" and the details shown. 4. Maximum spacing of joints shall be per the table below. 5. Saw cuts should be made as soon as possible. MAXIMUM SPACING OF CONTROL JOINTS 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. 5 10 ft. 13 ft. 6 12 ft. 15 ft. 7 14 ft. 18 ft. 8 16 ft. 20 ft. CONCRETE SLAB, SEE 4"x4%6" SPEED PLAN FOR THICKNESS AND REINFORCING PLATES ©24" O.C. F -r —+L CONSTRUCTION JOINT 3,, SAW CUT, a OF THE CONCRETE SLAB, SEE 16 SLAB THICKNESS, FILL WITH PLAN FOR THICKNESS SELF—LEVELING SEALANT AND REINFORCING CONTROL JOINT Q CONTROL JOINTS N.T.S. 91" ANCHORS PER PLAN 2 92"x12" SHEETING NOTCH C z (2) #4 CONTINUOUS HORIZONTAL BAR AT TOP AND BOTTOM OF THICKENED SLAB EDGE, BARS SHALL BE CONTINUOUS THROUGH SPOT FOOTINGS 4" CONCRETE SLAB WITH FIBERMESH #4 VERTICALS @ 4'-0" F �iil O.C. EACH FACE U 2" THICK TYPE IV EXTRUDED' NON -FROST POLYSTYRENE INSULATION, SEE SUSCEPTIBLE FILL, SEE HORIZONTAL INSULATION NOTE 2G SHEET GN PROTECTION NOTE R THICKENED SLAB EDGE DETAIL 3/4"=V-0" ANCHORS PER PLAN 92"x12" SHEETING NOTCH -1111 � Z 3/4"=1 (2) #4 CONTINUOUS HORIZONTAL BAR AT TOP AND BOTTOM OF THICKENED SLAB EDGE, BARS SHALL BE CONTINUOUS THROUGH 92. SPOT FOOTINGS #4 VERTICALS @ 4'-0" O.C. EACH FACE 4" CONCRETE SLAB WITH FIBERMESH � I 2" THICK TYPE IV EXTRUDED POLYSTYRENE INSULATION, SEE HORIZONTAL INSULATION PROTECTION NOTE (TYP.) 1'-0" ,MIN. NON—FROST SUSCEPTIBLE FILL, SEE NOTE 2G SHEET GN THICKENED SLAB EDGE DETAIL INSULATION NOT SHOWN FOR CLARITY ANCHORS PER PLAN M 1'-0" MIN. CENTER ON COLUMN -METAL BUILDING COLUMN (BY OTHERS) (2) #4 HORIZONTAL BARS CONTINUOUS ENED SLAB DETAIL NSULATION ;CALE: N.T.S. PLAN HORIZONTAL INSULATION PROTECTION NOTE: HORIZONTAL INSULATION IN AREAS SUBJECT TO POSSIBLE LANDSCAPING EXCAVATIONS SHALL BE PROTECTED. USE CONCRETE OR ASPHALT PAVEMENT ON THE GROUND SURFACE DIRECTLY ABOVE THE INSULATION, OR USE CEMENTITIOUS BOARD, FOUNDATION -GRADE PRESERVATIVE TREATED PLYWOOD, OR AN APPROVED EQUIVALENT PLACED DIRECTLY ON THE TOP SURFACE OF THE INSULATION. NOTE: THESE FOUNDATION PLANS ARE TO BE USED FOR ONLY (2) IDENTICAL BUILDINGS ON THE SAME JOB SITE. THE PROFESSIONAL ENGINEER'S CERTIFICATION � AND SEAL ARE INVALID FOR ANY BUILDINGS IN ADDITION TO THE (2) IDENTICAL BUILDINGS FOR WHICH THESE PLANS WERE INTENDED UNLESS CONSENT IS PROVIDED BY THE PROFESSIONAL ENGINEER IN WRITING. Mini Storage Units m LO M c 'In, W d v X a c.i Z m Im r1) W c � L0 Z U)M r Z A/ C o Q W V N 0 F- W 00 ZZ L o 5O ` W m o C L d r co Q c LU °3 w -- U � 2 w N C L i 0 Z n o � � ENGINEER: B. COX MVM JOB NUMBER: 200186 W � a_ J_ � w o o � m 4Z Cn m � a � 2 ZO O O N � � Q o � � Z cV m D X aaaa O M W W �O W �j OO CQJ O U o � � ENGINEER: B. COX MVM JOB NUMBER: 200186 W � a_ � w o o � Z J � Cn m � O N rl r7 a aaaa 4952 OF \D" gMFS O.M�o� MAR 03 2020 SHEET NUMBER: Fm2 DRAWN BY.- T.W. ENGINEER: B. COX MVM JOB NUMBER: 200186