Loading...
HomeMy WebLinkAboutFOUNDATION PLANS - 21-00656 - 2911 S Frontage Rd - Carpet DirectFOUNDATION 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 .... .... ....... ... 35 psf C. Wind Speed .. . ... .... .... ... . ... 115 mph Exposure . . . . . . . . . . . . . . . . . C D. SDS .. .... ....... . ... .... .... . 0.368 E. SDC .. .. .. . ..... . . . D F. Frost Depth ...... 3,_0> 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. 3. Concrete and Reinforcement A. Material Standards i. Concrete a. Footings: Exposure Classes FO, SO, W0, CO f'c = 3000 p.s.i., max'w/cm ratio = .0.55 b. Exterior Walls: Exposure Classes F1, SO, WO, C1 f'c = 3500 p.s.i., max. w/cm ratio = 0.55 Q. Interior Walls: Exposure Classes FO, SO, W0, CO f'c = 3000 p.s.i., max. w/cm ratio = N.A. d. Interior Slabs: Exposure Classes F0, 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/Adhesive — Simpson SET—XP (ICC—ES ESR -2508), Hilti RE-50OV3 (]CC—ES ELC--3814), or Dewalt Pure110+ (ICC—ES ESR -3298) unless noted otherwise in the drawings. iii. Anchor Rods/Bolts a. All anchor rods shall be cast—in—place headed anchor rods. Use of post—installed (epoxy, adhesive, expansion, screw, 1 2 TOP OF PIER 20,-0„ 25'-0" etc.) anchors is not allowed without written permission from MVE or unless specifically noted in the drawings. b. Steel column anchor rods/bolts — ASTM F1554 Grade 36 with ASTM A563. heavy hex nuts and hardened washers (unless noted otherwise) c. Wood framing anchors — ASTM A307 with A36 plate washers d. Headed stud anchors (HSA) ASTM A108 e. Deformed bar anchors (DBA) — ASTM A496 f. Screw Anchors for jambs as indicated in the typical anchor rod schedule — Simpson Titen HD (ICG --ES ESR -2713), Hilti Kwik HUS—TZ (ICC -ES ESR -3027), or Dewalt Screwbolt+ (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 � 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 — 11" 2. #6 bars or larger — 2" c, Concrete not exposed to weather or in contact with the ground to 4 d. Slabs on grade — as shown in details, 4" min. from top of slabs not exposed to weather 3 4 5 196,-0„ 165,-0„ 25,— 0„ 253 — ^,1 ii. Lap Splice Lengths with 1i" minimum clear cover E. Floor slab thickness and reinforcing shown in these drawings are a. f'c = 2500-3500 p.s.i. adequate to support typical uniform loads only. Mountain View 1. #6 and smaller - 49 bar diameters Engineering has not designed the slab for any specific concentrated 2. #7 and larger — 76 bar diameters. forces such as those from vehicles, storage racks, or heavy b. f'c= 4000 p.s.i. or greater equipment (unless noted otherwise). 1. #6 and smaller — 38 bar diameters F. Welding of rebar is not allowed unless specifically indicated in the 2. #7 and larger — 60 bar diameters drawings. All embedments, reinforcing, and dowels shall be securely c. Increase lap splice lengths by 50% where epoxy coated bars tied to framework or to adjacent reinforcing prior to placement of the are used. concrete. Tack welding of rebar joints in grade beams, walls, or cages iii. Stagger splices in walls so that no two adjacent bars are spliced is not allowed. Where welding of rebar is shown in the drawings, all in the some location, unless shown otherwise. rebar to be welded shall be ASTM A706 Grade 60. iv. Make all bars continuous around corners or provide corner bars of equal size and spacing. 4. Special Inspections v. Where 12 inches or less of fresh concrete is placed below . A. Concrete horizontal reinforcing lap splice length may be reduced by 30%. i. Spot Footings — Not required (IBC 1705.3 Exception 1) vi. Vertical bars in walls, grade beams, and piers to terminate in ii. Continuous Ftgs. — Not required (IBC 1705.3 Exception 2.3) footings with ACI standard hooks (12. bar diameters) to within 4 iiia Slabs -Not required (IBC 1705.3 Exception 3) of the bottom of the footing unless noted otherwise: vii. Horizontal wall reinforcing shall terminate at the ends of walls iv. Grade Beams — Not required (IBC 1705.3 Exception 4) with a 90 degree hook plus a 6 bar diameter extension, unless v. Walls — Not required (IBC 1705.3 Exception 4) shown otherwise. vi. Anchor rods/bolts — Required (IBC Table 1705.3) Special viii. Horizontal wall reinforcing shall be continuous through inspection may be waived subject to the approval of the building construction and control joints. official. ix. Splices in. horizontal reinforcement shall be staggered. Splices in B. Steel Reinforcement two curtains (where used) shall not occur in the same location. i. Placement — Third party special inspection of reinforcing placement x. Use chairs or other support devices as required for proper need only be performed where specifically required by the building clearance. official. xi. Rebar hairpins shall be centered in slabs and shall be wire tied to ii. Welding - Special inspection of rebar welding is. required (if any is the slab reinforcing (if any). Rebar hairpins shall be continuous used). through walls and piers; lap splices in hairpins may only occur in the floor slab unless noted otherwise. 5. Miscellaneous C.o C ntrol joints In slabs on grade are recommended to control cracking. A. The contractor shall notify engineer, of any variations in dimensions. See plans for control joint spacing and details, B. The engineer is not responsible for any deviations from these plans D. Slabs and grade beams shall not have joints in a horizontal plane. All unless such changes are authorized in writing by the engineer. reinforcement shall be continuous through all construction joints. 6 7 6 9 10 31,-0, 25'-0,, 25,_0„ 20=-0„ 151-61) TYPICAL ANCHOR ROD DIMENSIONS DIA. ELEV. 101-0i� - - TOP OF �11)* Ft F1 F1 F1 F1 QD F7 F3 z Cn M M „ 16„ F,o m LLJ 1 22=' _ hi . >w Q N I N I 1 3„24�, 8 A Z CLA HEADED BOLT TACK OPTION B: THREADED ROD 1 24” WELD WITH HEAVY HEX NUT *AT OPENING JAMBS, J"04" SCREW ANCHORS MAY BE USED 1N LIEU OF CAST -IN-PLACE ANCHORS. OPENING JAMB ANCHORS ARE NOT SHOWN ON THIS DRAWING, SEE METAL BUILDING. ANCHOR PLAN. LL. L) Q �aqa '= Z o f __-Z f M Z E� II TOP OF PIER B I I TOP OF (� PIER ELEV. I I I I ELEV. 101'-0° Fe 100'-0° (TYP. U.N.O:) TOP OF WALL ELEV. TOP ELEV. OF PIER 101'-0° I I I I � � 101'-0" (TYP.) I ° rF °° 4 F-4 F-4 TOP OF PIER �— 6" CONCRETE SLAB WITH I I � I' ELEV. 107'-0" Fs � I I #4 BARS @ 24" O.C. ON I (6) #6 TENSION TOP OF PIER 4" GRANULAR BASE TIES SEE DETAIL 8 ELEV. 101'-0" I I I F.F.E. 100'-0" � SHEET f-4 (TYP.) FG4 �4 HAIRPIN WITH 4'-0" LCF, -CD F8 EGS (TYP. AT ALL F7, F8 & F9 FOOTINGS) � � � I I � � I (4) TIES #5 TENSION SEE DETAIL p� TOP OF PIER (I � CONTROL JOINTS, FIELD \ I C SHEET f-4 o ELEV. 101'-0° I I I LOCATE, SEE DETAIL A ON SHEET F-4 AND CD i I I I \ NOTEI 3C ON THIS SHEET � o TYPICAL ANCHOR ROD DIMENSIONS DIA. EMBED - - TOP OF �11)* 1C„ CONCRETE 8 12 QD 3)) 4 14" z Cn M M „ 16„ z m LLJ 1 22=' _ hi . >w Q N I N I 1 3„24�, 8 OPTION A: Z CLA HEADED BOLT TACK OPTION B: THREADED ROD 1 24” WELD WITH HEAVY HEX NUT *AT OPENING JAMBS, J"04" SCREW ANCHORS MAY BE USED 1N LIEU OF CAST -IN-PLACE ANCHORS. OPENING JAMB ANCHORS ARE NOT SHOWN ON THIS DRAWING, SEE METAL BUILDING. ANCHOR PLAN. 15'-6 to 0 o co � E -CF FU4. 4jr O TOP OF PIER I I I I I TOP OF PIER O ELEV. Y01'-0° I I ELEV. 101'-0" CD CD KQ I � � I C � � � I� I � IES SEETDETIAIN I ELE�V. �101PIOR o QD 0 I I I I I D SHFFT F-4 I �. � IIII 1 TOP OF PIER 11 I I K (I F--4 F-4 - [ ELEV. 101,_0, 1 ILI I F1 a F1 F1 F1 F1 F1 F1 NOTE: VERIFY ALL DOOR SIZES AND LOCATIONS WITH NUCOR BUILDING SYSTEMS GROUP PRIOR TO CONSTRUCTION. SEE DETAIL J SHEET F-4. NOTE: THE NUCOR DRAWING NUCOR BUIDINGSYSTEMS FOUNDATION PLAN- F� .INDICATES APPLICABLE GROUP ANCHOR BOLT PLAN.O FOOTING DETAIL. 4" CONCRETE SLAB WITH #4 BARS @ 24" O.C. ON. 4" GRANULAR BASE F.F.E. 100'-0" F5 F6 E F2 G -4 F-4 #5 HAIRPIN WITH 10'-0" LEGS (TYP. AT ALL F5 & F6 FOOTINGS) 0 I LO to r - NAC ¢� m � 19 4 � o A AU 24 2021 DRAWN BY J.P. ENGINEER. J. LARSEN MVE JOB NUMBER. 211066 1 I t � o LLJ 0 t m LLJ >w Q N I N I Z CLA LU LL. L) Q �aqa '= Z o M o �, NAC ¢� m � 19 4 � o A AU 24 2021 DRAWN BY J.P. ENGINEER. J. LARSEN MVE JOB NUMBER. 211066 w � o LLJ 0 m -; >w Q N I N I a �aqa NAC ¢� m � 19 4 � o A AU 24 2021 DRAWN BY J.P. ENGINEER. J. LARSEN MVE JOB NUMBER. 211066 1 i 3'-2" I . 4'—lo i PIER S SEE T F-4 i _I )F SLAB 4,a 8" 4" . .. 1 00,_Oaa 1 a-4 ANCHOR RODS #4 TIES & CROSSTIES @ 8 O.C. WITH (3) IN TOP 2'-6" 6" OF PIER WALL & REINFORCING SEE 8,a 1'-10" 6" CONCRETE DETAIL E SHEET F-41 F SLAB WITH. #4 BARS @ 24" O.C, (6). #6 TENSION • TIES SEE DETAIL i' = B SHEET F-4 II I :: I I I o fit tA ht -t 2a?f f (12) #5 BARS 8a-0aa SQ EACH WAY > SIDEWALL FOOTING DETAIL 3/4"=I' -p" 6a-6aa 2'-6" 4'-0" — TOP OF SLAB ELEV. 100'-0° TOP OF PIER ELEV. 100'-0' o TIES TEDETAIL D SHEET F-4 I I F— — TOP OF WALL TOP OF SLAB ELEV. 1 D1'-0" ELEV. 100'-0" 4„ 8aa 4a, 1'-4' ANCHOR RODS #4 TIES & CROSSTIES @ 8" O.C. WITH (3) IN 1'-10" TOP 6" OF PIER WALL & REINFORCING SEE 8" 1'-2" 6" CONCRETE SLAB WITH #4 DETAIL E SHEET F-4 BARS @ 24" O.C. �• (4) #5 TENSION TIES SEE DETAIL o D SHEET F-4 `— - � o i 2'- 2 L_ (8) #5 BARS 6'-6" SQ. EACH WAY 3/4"=V-0" SIDEWALL FOOTING DETAIL .... - ty e — _ — — 2'-6aa J.P. 4'_0e, 1 a_3aa 1'-3" 1 o" (4) #5 TENSION 6" CONCRETE SLAB WITH #4 qLj- O z TOP OF WALL BARS @ 24" O.C. - TOP OF WALL ELEV. 101'-0" ENDWALL 110 CV TOP OF PIER--,•^ �` c,oELEV. 100'_0" `�` I a o •! I C) �C,4 UD Q (4) #5 TENSION TIES SEE DETAIL cn C SHEET F-4 I I TOP OF SLAB ELEV, 100'-0" ANCHOR RODS V-10" WALL & REINFORCING SEE8 1'---2" F#4 TIES @ 8" O.C.. WITH DETAIL E SHEET F-4 (3) IN TOP 6" OF PIER 5" CONCRETE SLAB WI TH #4 BARS @ 24" O.C. r l l- = I i f I 2a�2a, (4) #5 — — TENSION TIES SEE DETAIL. C SHEET F-4 —A- -== -== (8) #5 BARS . 6'-6„ SQ. EACH WAY SIDEWALL CORNER FOOTING DETAIL 3/4"4-01? CORNER FOOTING DETAIL J.P. #3 TIES @ 8" O.C. 1 a_3aa 1'-3" 1 o" (4) #5 TENSION 6" CONCRETE SLAB WITH #4 qLj- O z TOP OF WALL BARS @ 24" O.C. #4 BARS @ 24" TIES SEE DETAIL ELEV. 101'—O" C SHEET F-4 I I 8#4 � o i- a VERTICALS �aaa I 1'—Oa, ¢ 10" 00 (4) #5 TENSION - z 00 j 00 TIES SEE DETAIL 10aa �] I �'•� _ D SHEET F-40 !"o 01 •I • +—L IP— �i CD A.R. —1�o 2'-6" SQ. (4) #4 BARS • `� EACH WAY w :�iz v 0 10" TOP OF SLAB TOP OF SLAB ELEV. 100'-0" ELEV. 100'_0" TOP OF PIER 1'-0" ELEV. 100'-0" (6) #6 TENSION TIES SEE DETAIL D SHEET F-4 CORNER FOOTING DETAIL J.P. #3 TIES @ 8" O.C. WITH ANCHOR RODS 1 o" (3) IN TOP 5" OF PIER 6" CONCRETE SLAB WITH #4 qLj- O z 4" CONCRETE SLAB WITH BARS @ 24" O.C. #4 BARS @ 24" O.C. C� cui I I 8#4 � o i- a VERTICALS �aaa 1'—Oa, 10" (4) #5 TENSION - z TIES SEE DETAIL 10aa �] I _ D SHEET F-40 • +—L IP— �i 2'-6" SQ. (4) #4 BARS EACH WAY CORNER FOOTING DETAIL SSONA(�� CC `�► a� 19545 v �T �i AUG 24 2021 DRAWN BY.• J.P. Ld Ci MVE JOB NUMBER: 211066 z qLj- O z C� cui CIA N I c a L!J �aaa z �] W W x IP— w :�iz v 0 SSONA(�� CC `�► a� 19545 v �T �i AUG 24 2021 DRAWN BY.• J.P. Ld J. LARSEN MVE JOB NUMBER: 211066 qLj- O CIA N I c a �aaa SSONA(�� CC `�► a� 19545 v �T �i AUG 24 2021 DRAWN BY.• J.P. ENGINEER: J. LARSEN MVE JOB NUMBER: 211066 4,-6» 4,_6„ .I Ca 0 3`-0" 1,_1» » 3'-5 3'--7" 11" 3'-0„ 1, 7„ 2,-5„ i 1'-11" 1'-1" TOP OF PIER ELEV. 101'-0" TOP OF PIER o TOP OF PIER ELEV. 100,_0„ I TOP OF PIER - ELEV. 1O0'-0" 51DEWALL TOP OF PIER ELEV. 101,-0" ELEV. 101'---0" CDit V7--cD o .IL l�o I.° o I © o I°°`� A.R, ;�, A.R.L ^� •o o A.R.A.R. p o _ — JLO TOP OF I l �- � I I #5 HAIRPIN WITH 10,_0„,_2„ =�I TOP OF 2$) 2„ �� SLAB ELEV. e 1001_01, - 1 -2 I i' I LEGS SLAB ELEV. loo' -o” / #4 HAIRPIN WITH �' II J ` / I 4 5 TENSION () # #4 HAIRPIN WITH. 4'-0" LEGS 0P OF WALL 4 -0 LEGS r--- TIES SEE DETAIL F--- TOP OF WALL TOP OF SLAB r4 TOP OF WALL ELEV. 101 -0 ELEV. 101'-0" 4" 8" 4" #4 HAIRPIN WITH 4 ,-0" .LEGS TOP OF SLAB ELEV. 100'-0" C SHEET F-4 10>` 8" 4" TOP OF WALL ,_ „ ELEV. 101 0 ELEV. 100,_0„ ELEV. 101'-0" 4» g» 4„ TOP. OF SLAB 1,_4„ TOP OF WALL 4„ 8» 4" 2„ 2» 4" 8" 4)p. #5 HAIRPIN WITH ELEV. 100'-0" 1 -4 ELEV. 101 -.O ,- 1 4 l'- 4 10 -0 LEGS 1'-�-10" WALL & 1 O„ „ 10 . ANCHOR RODS 10„ 1'-10" „ „ REINFORCING ANCHOR RODS #3 TIES @ 8"� O.C. WITH #3 TIES 08" O.C. WITH ANCHOR RODS #3 TIES @ 8"17 O.C. WITH WALL & REINFORCING ;, 8 1 -2 ANCHOR RODS 1 -2 8 SEE DETAIL E (3) IN TOP 5 OF PIER {3) IN TOP 5" OF PIER (3) IN TOP 5 OF PIER SEE DETAIL E SHEET F�--4 ANCHOR RODS SHEET F-4 4" CONCRETE SLAB I. WITH #5 HAIRPIN o 4" CONCRETE SLAB CD WITH #4 HAIRPIN 6" CONCRETE SLAB - WITH #4 HAIRPIN `� 6" CONCRETE SLAB WITH #4 HAIRPIN 4" CONCRETE SLAB CENTERED IN SLAB I CENTERED IN SLAB I I (4) #4 �- I I CENTERED IN SLAB CENTERED IN SLAB WITH 5 HAIRPIN # - VERTICALS CENTERED IN SLAB4 I• III=1 I 1=1 1= I I Iyl 111 11- =111=1 1-1 1- III -1 1-1 11= WIII II1=1I1- I' -III=III-1 1-TI=i �_ - 3 TIES ®8" O.C. WITH I I itll, III= #» I (8) #4 -,r-, 1-1! 1-I! �- I- VIII; III- _ I 1=1 I-! -III IIIA �-- --I o -I �- VIII- H I- IT 1 -III=Illi I I #3 TIES @ 8 O.C. WITH 3 IN TOP OF PIER I () VERTICALS J. (4) # �' VERTICALS !- I I (4) #4 VERTICALS I. (3) IN TOP. S" OF PIER I I I VERTISCA�S I » T V} 1 -9 11 » 1 -1 1 -1 , 1 -7 1 -7 4 5 TENSION 1 -0 TIES SEE DETAIL » 1 1 1 -1 1 -7 ----° C SHEET F-4 1 L I� 4'-6" SQ. (6} #4 BAR5 3�-0„ 5Q (4) #4 BARS 6 4 BARS () # , » - c 4 -0 SQ. 3'-a" SQ.(4) #4 BARS (6) BARS EACH WAY " EACH WAY EACH WAY EACH WAY #4 4'-6" SQ EACH WAY F6 CORNER FOOTING DETAIL F] ENDWALL . FOOTING DETAIL F� ENDWALL FOOTING DETAIL �� ENDWALL FOOTING DETAIL SIDEWALL FOOTING DETAIL 3/4„_1,-0” 3/4„=1,—Q„ 3/4„=1,_C„ 3 4„=1'-0„ 2,-6„ 10» 1'-8,, TOP OF PIER ELEV. SIDEWALL 101'-0” J J N a I° oII I J 2" I TOP OF WALL TOP OF ELEV. 101,_0„ SLAB ELEV. 8„ 100,-0„ 41 4" 10„ ANCHOR RODS #3 TIES @ 8" O.C. WITH (3) IN TOP 5" OF PIER 6" CONCRETE (4) #4 SLAB WITH #4 i' VERTICALS I BARS @ 24" Q.C. i- 1IIIIIIIII�IIII— `Q-=1II=1II- —f 10" �jJ ^ 10" Q - 1 i -L_ . (4) #4 BARS 2,_6„ SQ. K' WAY F10 CORNER FOOTING DETAIL � x CD O LU Ln U z r0 LU N a uj U E � n ca V) V DRAWN BY. J.P. ENGINEER. J. LARSEN M VEJ06 NUMBER: 211®fib NU .I Ca 0 i co DRAWN BY. J.P. ENGINEER. J. LARSEN M VEJ06 NUMBER: 211®fib NU Ca 0 i co DRAWN BY. J.P. ENGINEER. J. LARSEN M VEJ06 NUMBER: 211®fib NU CONTROL JOINT NOTES: (6) #6 REBAR TENSION TIES CONTINUOUSACROSS BUILDING,. TYPICAL LINES (4) #5 REBAR TENSION TIES CONTINUOUS ACROSS BUILDING, AT LINE 8 (4) #5 REBAR TENSION TIES CONTINUOUS ACROSS BUILDING, AT LINE 8. #4 CONTINUOUS 5 1. Control. joints shall be field located by the contractor. 2 THRU 7. TIES TO TERMINATE IN COLUMN PIERS WITH 90' BEND (16db BETWEEN GRIDS A THRU F. TIES TO TERMINATE IN COLUMN PIERS WITH 90• TIES TO TERMINATE IN COLUMN PIERS WITH 90' BEND 16db MIN). NO MORE 8 HORIZONTAL 14 ft. 2. Control joints shall be. located to limit the frequency and width MIN). NO MORE THAN 50% OF BARS MAY BE SPLICED AT ONE LOCATION. BEND (16db MIN). NO MORE THAN 50% OF BARS MAY BE SPLICED AT ONE THAN 50% OF BARS MAY BE SPLICED AT ONE LOCATION. STAGGER SPLICES #4 VERTICALS BARS Q 12° O.C. of random cracks in the STAGGER SPLICES A DISTANCE AT LEAST EQUAL TO SPLICE LENGTH. SEE LOCATION. STAGGER SPLICES A DISTANCE AT LEAST EQUAL TO SPLICE A DISTANCE AT LEAST EQUAL TO SPLICE LENGTH. SEE CHART BELOW FOR @ 18 O.C. Cl 3. concrete slab. Locate and install control joints in accordance with ACI 3608 CHART BELOW FOR SPLICE LENGTH AND STIRRUP REQUIREMENTS. LENGTH. SEE CHART BELOW FOR SPLICE LENGTH AND STIRRUP SPLICE LENGTH AND STIRRUP REQUIREMENTS. TOP OF WALL REQUIREMENTS. 6" CONCRETE ELEV. 101'-0" "Design of Slabs on Ground" and the details shown. I SLAB WITH #4 0 4. Maximum spacing of joints shall be per the table below. BARS @ 24" O.C. TOP OF SLAB 5. Saw cuts should be made as soon as possible. ELEV. 10SLAB I I—III—f MAXIMUM SPACING OF CONTROL JOINTS CONTINUOUS BARS, -IIS---ISI_ _ 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. SEE CHART BELOW � FOR SPLICING' REQUIREMENTS 1'4" CONTINUOUS BARS, SEE CONCRETE SLAB CONTINUOUS BARS, SEE CONCRETE SLAB CHART BELOW FOR CHART BELOW FOR CONCRETE SLAB PER PLAN PER PLAN (2) CONTINUOUS #4 SPLICING REQUIREMENTS SPLICING REQUIREMENTS HORIZONTAL BARS IN PER PLAN 00 FOOTING, BARS SHALL BE CONTINUOUS THROUGH SPOT FOOTINGS 1-4. C, Q I ,PERIMETER GRADE BEAM DETAIL f I 8" CONCRETE _ #4 CONTINUOUS 8„ HORIZONTAL #4 VERTICALS CONCRETE SLAB, SEE 1„ » „ WALL BARS @ 12" O.C. Q 18" O.C. PLAN FOR THICKNESS 4x4 x6 SPEED . 3" 6 6„ 3" STIRRUP REQUIRED STIRRUP REQUIRED „ „ „ „ ;, „ TOP OF WALL 3 .6 3 2 STIRRUP REQUIRED ELEV., 101,_0„ 6" CONCRETE PLATES @ 24 O.C: 3 6 3 2 AND REINFORCING AT ALL SPLICES, AT ALL SPLICES, AT ALL SPLICES, - 1'-6" SEE CHART BELOW SEE CHART BELOW 1'-0" SEE CHART BELOW 1'-0>, o # SLAB WITH 4. TOP OF SLAB BARS @ 24" O.C. ELEV. 100,-0„ — CON STRUCTI ON JOINT P177 --i h! I I- hlil— _a CONCRETE SLAB S 116 SAW CUT, 4 OF THE EE SLAB THICKNESS, FILL WITH PLAN FOR THICKNESS SELF—LEVELING SEALANT AND REINFORCING BAR SIZE LAP LENGTH STIRRUPS SIZE NO. & SPACING #5 24" #3 8 @ 3z" #6 30" #3 11 @ 3" #7 42" #4 9 @ 54" #8 48" #4 11 @ 4"' BAR SIZE LAP LENGTH STIRRUPS SIZE NO. & SPACING #5 24" #3 S @ 31" #6 .30" #3 11 @ 3" #7 42" #4 9 @ 514" #8 48" #4 11 @ 44" BAR SIZE LAP LENGTH STIRRUPS SIZE NO. & SPACING #5 24" #3 8 @ 32" #6 30" #3 11 @ 3" #7 42" #4 9 @ 51 #8 48" #4 11 @ 44„ l (4) #5 TENSION 1'-0" 2" TIES SEE DETAIL C THIS SHEET CO (2) CONTINUOUS #4 HORIZONTAL BARS IN FOOTING, BARS SHALL BE . CONTROL JOINT CONTINUOUS THROUGH SPOT FOOTINGS ON CONTROL JOINTS D TENSION TIE GRADE BEAM DETAIL C TENSION TIE GRADE BEAM DETAIL TENSION TIE GRADE BEAM DET PERIMETER GRADE B.T.Q. „ , D AIL F BEAM DETAIL 1 1/2 =1 -0 1 1/2„T1,_0„ 1 1/2"=1'-a„ 3/4„=1'--a” SEE STRUCTURAL 4 CONTINUOUS #4 CONTINUOUS APPROACH SLAB, PLANS # HORIZONTAL #4 VERTICALS 8' SLOPE AWAY FROM 8„ HORIZONTAL BARS @ 12 O.C. 6 CONCRETE OPENING PER DOOR #4 VERTICALS BARS @ 12” O.C. @ 18 O.C. TOP OF WALL SLAB WITH #4 4" CONCRETE f�il 6CONCRETE SLAB WITH (� 18" O.C. SEE STRUCTURAL MANUFACTURERS ��� 4 BARS @ 24 O.C. TOP OF WALL 4" CONCRETE ELEV. 101,_0„ BARS @ 24 O.C. SLAB WITH #4. RECOMMENDATIONS # 4" CONCRETE _ ELEV. 101'-0" PLANS SLAB WITH #4 a TOP OF SLAB BARS @ 24 Q.C. SLAB WITH 4 CD # i BARS @ 24" O.C. ELEV. 100'0" _ — �" T TOP OF SLAB 2 4' HORIZONTAL TOP OF SLAB — —-- _1Z BARS @ 24" O.C. () # ELEV. 100'-0" =1 1=1 I—I i I- -„ BARS CONTINUOUS -11! lllllllilll=l ELEV. 100'-0”. I 1=1 I 1=1 ! Ir -Ili ;III_ i III III — #4 CONTINUOUS -�li I!1 �I HORIZONTAL BARS @ 12" O.C. o 1,_8„ � 4 5 TENSION '_ „ „ {) # 1 0 2 TIES SEE DETAIL #4 VERTICALS I C THIS SHEET @ 18" O.C. I (2) #4 HORIZONTAL 1,-8„ (2) CONTINUOUS #4 �• BARS CONTINUOUS HORIZONTAL BARS IN (2) CONTINUOUS #4 i FOOTING, BARS SHALL BE (2) CONTINUOUS #4 00 z HORIZONTAL BARS IN CONTINUOUS THROUGH1'-4» HORIZONTAL BARS IN FOOTING, BARS SHALL BE 1,-4„ SPOT FOOTINGS 7 FOOTING, BARS SHALL BE, „ CONTINUOUS THROUGH CONTINUOUS THROUGH 1 —4 SPOT FOOTINGS SPOT FOOTINGS G PERIMETER GRADE BEAM DETAIL PERIMETER GRADE BEAM DETAIL BLOCKOUT AT DOORS PERIMETER GRADE BEAM L THICKENED SLAB DETAIL 3/4 =1 —a 3/4"44" _ DETAIL 3/4"=1'-0" ,. ... < , .•:: ,. -5 a.kis+ 1. ® x r � 0 n Lo ZMEOW r) a 00 UJ CP E � p '(, RD C LU E-) q) c3 °' U) U) Z Ln NAt 19545 1 AUG 24 2021 DRAWN BY. J.P. Mi J. LARSEN MVE JOB NUMBER: 211.066 . — c�ia � z 0 M Cl ©. co r; NAt 19545 1 AUG 24 2021 DRAWN BY. J.P. Mi J. LARSEN MVE JOB NUMBER: 211.066 . — c�ia � z 0 �� Cl ©. co NAt 19545 1 AUG 24 2021 DRAWN BY. J.P. Mi J. LARSEN MVE JOB NUMBER: 211.066 . c�ia w q LLICLo � �� NAt 19545 1 AUG 24 2021 DRAWN BY. J.P. ENGINEER: J. LARSEN MVE JOB NUMBER: 211.066 . MEZZANINE NOTES 1. 2018 International Building Code Design Criteria iii. All load-bearing door and window headers shall be (2) one bolt located not more than 12 inches or less than 4 used: temporary shoring, bracing, guys, and tie downs that may (ASCE 7-10) 200's with filler unless noted otherwise. Timberstrand LSL inches from each end of each sill plate. a. Panel joints shall be offset to fall on different framing be. necessary to provide adequate vertical and lateral headers may be substituted for the 2 2x10's. B. ]—Joists: members or support. Such material is not shown on the drawings. A. Mezzanine design is in accordance -.with 2018 . international Y ( ) 3" 1„ , i. [—joists are to be the size and designation as shown on b. Framing at panel joints shall be 3" nominal or thicker Shoring and bracing shall remain in place. until all Building Code. iv. (2) 14 x92 LVL's shall be used for all headers required ;ta the drawings. or permanent members are in place and all final connections B. Floor Dead Load . . . ... . . .. . . . . 15 psf support a girder truss unless noted otherwise on the . ii. 1—joists are to be as supplied by iLevel, RedBuilt, or an c. Framing at panel joints shall be (2) 2x fastened with are completed, including all roof and floor attachments. C. Floor Live Load . .. . . . . . . . .. . . 65 psf (Mechanical) drawings. „ approved manufacturer. Installation, including nailing, (2) 10d nails @ 12 o.c. iii. The building shall not be considered stable until all D. Wind Design Data . . . . . . . . . . . . . . N. A, v. All multiple beams and headers shall be nailed using 2 blocking, and other construction details shall be in Nails on each side shall be staggered. See the Shear Wall connections are complete. E.. Earthquake Design Data rows of 16d nails @ 12" o.c. accordance with the manufacturer's recommendations. iv. The engineer has no expertise in, and takes no Risk Category ..... .. . .. .... 11 vi. All point loads shall be solid blocked to the foundation. Schedule on sheet S-2. g p C. LVL Beams: vi. Structural panels are permitted to be applied_ either parallel responsibility for, construction means and methods or job Importance Factor Ie , 1:0 vii. Double trimmers shall be used to support beams and i. Laminated veneer lumber (LVL) beams are to be as shown site safety during construction. Approval of submittals Mapped Spectral Parameters headers greater than 6'-0" unless noted otherwise on the on the drawings and are to have a modulus of elasticity E J. Floor Sheathing to framing: g g y g made by the contractor which may contain information S5 . . . . . . . . . . . . . . . . . . . . 0.366g drawings, of 1,900,000 s.i. minimum. 3„ related to construction methods or safety issues, or 51 . . . . . ... . . . . ... 0.1428 viii. Nailin shall be as indicated on the drawin s o in Table p` i. Typical floor sheathing shall be T&G OSB nailed with 10d Nailing g ii. LVL beams are to be as supplied by iLevel, RedBuilt or an participation in meetings where such issues might be Site Class .. . . .. . . . .. D 2304.10.1 of the International Buildin Code whichever is nails @ 6 o.c. on all edges, and @ 12 o.c. along discussed shall not be construed as voluntary assumption Design Spectral Parameters g approved manufacturer. Installation, including nailing, intermediate framingmembers. ' 9 P more restrictive. All nails shall be common nails unless blocking, and other construction details shall be in by the engineer of any responsibility for safety procedures. SDS .. .. .. . .... . .. .. .. . .0.386g noted otherwise. ii. Install sheathing panels with long dimension at right angles D. Equipment framin loads, openings, and structure in any way accordance with the manufacturers recommendations.g SD1 . . .. . . .. . . . .. . . .. . 0.219g ix. The contractor shall comply with the 2015 version of the D. Glulam Beams: to framing with end joints staggered. related to mechanical, plumbing, or electrical requirements are Seismic Design Category .. . . . .. . D International. Building Code, iii.. Solid joist blocking required at all bearing points. shown for bidding purposes only. The contractor shall Seismic Force Resistin System .. Light Framed Walls i. Glulam beams to be visually graded western species g p y g Y 9 x. The contractor may substitute deeper, wider, or better coordinate this information with the involved trades before with Shear Panels designation 24F—V4. . grades of lumber. Any other changes must be approved 3. Miscellaneous proceeding with such portion of the wok. Excess cost related — Other MaterialsG. Wood Shear Walls: by the engineer. 7„ A. The project specifications are not superseded by. the General to variation in these requirements shall be borne by the Seismic Response Coefficient C5 . . . . 0.184 71J 15,E i. Shear walls shall be sheathed with 16 APA rated oriented Structural Notes. Notes and details on the drawings shall take appropriate contractor. xi, Where 16 oriented strand board .(OSB) is specified, 32 Response strand board (OSB) sheathing and nailed with 8d @ 6 o.c. precedence over General Structural Notes and typical details. E. The contractor shall notify engineer of any variations in Modification Factor structural 1 plywood sheathing is permitted. edge, and @ 12" o.c. field unless noted otherwise in the Should any of the detailed instructions shown on the plans dimensions. R xii. Provide mild steel plate washers at all bolt heads and Shear Wall Plan on sheet. S-2. conflict with the General Structural. Notes, or with each other, F. The engineer is not responsible for an deviations from these 2.0 as per ASCE 7 nuts bearing on Waad. 9� p Y p ii: Sheathing shall extend continuous from floor sill plate to the strictest provisions shall govern. plans unless such changes are authorized in writing by the Table 12.2-1 xiii. All fasteners (nails, screws, bolts, etc.) to be installed in preservative treated wood shall meet the requirements of top plate of upper wall and be nailed per the required edge B. It is solely the responsibility of each contractor. to follow all engineer. Analysis Procedure Equivalent Lateral spacing along the sill plate. applicable safety codes and regulations during all phases of G. The engineer has not performed any design and is not IBC 2304.10.5. construction. The engineer is not engaged in, and does not responsible for the seismic anchorage of an mechanical. or Force Procedure 11 xiv. All wood posts/columns shall have appropriate Simpson iii. Nails shall be placed not less than 2 from the edge of 9p g Y or e ual steel post/column ca and base connectors panel and drive so that their head o crown is flush with supervise, construction. electrical components. Seismic anchorage of mechanical and 2. Wood ( equal) p / p the surface of the sheathing. C. Erection; Shoring, and � Bracing electrical components shall be determined by the mechanical A. General Framingunless noted otherwise. Install as per the manufacturer's „ iv. All horizontal edges shall be blocked with 2 nominal or i. It is the contractors responsibility to determine erection or electrical engineer and shall be coordinated with the i. Dimensional lumber joists and headers shall be Douglas—Fir recommendations. wider framing. p q Y g 1 9 procedures and sequence, and. to ensure the stability of engineer and contractor. Larch 2 o better, xv. Anchor bolts shall be embedded at .least 7 inches into # v. Where panels are applied on both faces of a wall or nail the building and its component parts- during .erection. H. Wall studs shall be Douglas—Fir Larch stud rade or better. concrete foundation wall, and spaced as shown on plans. g 9 spacing is less than 4" o.c. one of the following .must be ii. It is solely the contractors responsibility to provide. any Top plates shall be Douglas—Fir Larch #2 or better. There shall be a minimum of two bolts per sill plate with p g g c.n-r rrvvv I INnIV1111V Yr1 II NOTE: STUDS AT 16" O.C. ALL HEADERS SHALL BE MEZZANINE FRAMING PLAN - (2) 2x10'S (TYP. U.N.O.) SCALE: 1/4); = 1'-0" �LQ '( ® X G) LLJ CN O UJ CD E e M eu V) L U) a LO Z O CE- LLJ6 :5 0 Q C� W W Z m x li U LU QN N I Z c CD W ZLLJ CL M LU FR 0 LiQLJ (J L� O CE- LLJ6 Q Q. m QN N I co aa�a SS�p NAL Fy C 19845 AU 242021 DRAWN BY J.P. ENGINEER. J. LARSEN M VE JOB NUMBER. 211066 r �, HOLDDOWN SCHEDULE J•P. SYMBOL MODEL NUMBER ATTACHMENT 211066 SIMPSON HTT4 (18) 10dx12" SINKERS INTO STUDS MARK 5"O THREADED ROD, DRILL & EPDXY SHEATHING 6" MIN. INTO CONCRETE TYPICAL NOTES: ATTACHMENT 1, INSTALL IN ACCORDANCE WITH ALL MANUFACTURER'S RECOMMENDATIONS 2. WHERE HOLDOWNS ATTACH TO MULTIPLE PLY STUDS, STUDS SHALL BE NAILED TOGETHER WITH (2) 10d NAILS @ 16" O.C. 3. SEE TYPICAL SHEAR WALL DETAIL SW1 SHEAR PANEL LENGTH PER PLAN WALL SHEATHING, SEE DOUBLE 2x TOP PLATE—/ SHEAR WALL SCHEDULE FOR PANEL AND NAILING REQUIREMENTS LLJ DOUBLE STUD EACH END OF SHEAR PANEL, FASTEN TOGETHER WITH (2) ROWS �� U_j 10d NAILS @ 12" O.C. w SIMPSON HOLDOWN AT EACH END OF SHEAR PANEL, SEE PLANS FOR TYPE AND LOCATION, INSTALL AS PER THE MANUFACTURERS RECOMMENDATIONS, WHERE HOLDOWNS ARE NOT SHOWN ON THE PLAN PROVIDE TITEN HD ANCHOR TOP 0 WITHIN 6" OF SHEAR PANEL END F FOUNDATION 44 • d d ' .° b :d ° ° .4 ' 2x TREATED SILL PLATE 2"Ox10" ANCHORS OR"x8" TITEN HD ANCHORS PER PLAN WITH 3"x3"x"' PLATE WASHERS TYPICAL SHEAR WALL DETAIL u - - aaa,.a x SHEAR WALL PLAN - SCALE: SHEAR WALL SCHEDULE J•P. ENGINEER: J. EARSEN MVE JOB NUMBER: 211066 MARK SYMBOL SHEATHING WALL FRAMING ATTACHMENT A35 SPACING @ TOP OF WALLF ANCHOR ROD SPACING SIZE EDGE FIELD SW1 1/2" (MIN.) GYP. B.D. (ONE SIDE) 2x STUDS PER PLAN 5d COOLER 4 7" 7" 24" O.C. 32" O.C. SW2 1/2" (MIN.) GYP. BD. (ONE. SIDE) 2x STUDS PER PLAN 5d COOLER 4" 4' 24" O.C. 24" O.C. SW3 1/2". (MIN.) GYP. BD. (BOTH SIDES) 2x STUDS PER PLAN 5d COOLER' 7" 7" 24" O.C, 24" O.C. 0 w w z o � w � � � FOOTNOTES: 1. USE TREATED 2x SILL PLATE WITH z"Ox8" SIMPSON TITEN ANCHOR RODS WITH 3"x3"x1/4" PLATE WASHERS. (2) MIN. ANCHORS PER PLATE. 2. SIMPSON A35'S SHALL BE ATTACHED WITH (12) 8d x 12" NAILS. 3. SHEAR WALL SHEATHING SHALL BE CONTINUOUS AT INTERSECTING WALLS. 4. 5d COOLER (0.086" x 1$" LONG, 64" HEAD), OR WALLBOARD NAIL (0.086" x 1g" LONG, 32" HEAD), OR 0.120" NAIL x 11" LONG, MIN 3" HEAD a � J•P. ENGINEER: J. EARSEN MVE JOB NUMBER: 211066 a Q � ncn. Q C{{ F N i ui W (1) co W C� Q I QQQQ LL1 ICL co 1� LLJ Lu 0 w w z o � w � � � o 0 � J•P. ENGINEER: J. EARSEN MVE JOB NUMBER: 211066 a Q � ncn. Q C{{ F N i co Q QQQQ 5$\fj NA t FN 0��• �\c E N S 198 5 s l • AUG 24 2021 DRAWN BY J•P. ENGINEER: J. EARSEN MVE JOB NUMBER: 211066 SIMPSON A35 ®2 —0 O.C. SIMPSON A35 @ 2'-0" O.C. SIMPSON A35 @ 2'-0" O.C. 8d NAILS @ 6" O.C. I I i 118" TJI FLOOR JOISTS I 118 TJI FLOOR JOISTS 118 TJI FLOOR JOISTS �» 4" T&G FLOOR SHEATHING FULL DEPTH BLOCKING (SEE PLAN) (SEE PLAN) (SEE PLAN) 11 a TJI FLOOR JOISTS BETWEEN JOISTS (SEE PLAN) ---- -.- - 4" T&G PLYWOOD3" T&G PLYWOOD" 3} 4 T&G PLYWOOD T&G PLYWOOD FLOOR SHEATHING FLOOR SHEATHING FLOOR SHEATHING FLOOR SHEATHING 14" TIMBERSTRAND I 11" TIMBERSTRAND LSL RIM BOARD - LSL RIM BOARD SIMPSON A35, FLOOR JOIST SEE SHEAR WALL I PER PLAN I C ) SCHEDULE DOUBLE TOP DOUBLE TOP DOUBLE TOP DOUBLE TOP PLATE PLATE DOUBLE TOP PLATE—/PLATE PLATE 81' 8" SIMPSON A35 2" GYPSUM WALLBOARD, @ 2'-0" 0.0 FASTEN PER SHEARWALL I 2" GYPSUM WALLBOARD, I}� Z" GYPSUM WALLBOARD, GYPSUM WALLBOARD, I . FASTEN PER SHEARWALL I FASTEN PER FASTEN PER NOTES (BOTH SIDES) NOTES SHEARWALL NOTES SHEARWALL NOTES STUDS PER STUDS PER STUDS PER STUDS PER PLAN PLAN PLAN STUDS PER PLAN PLAN I i o METAL BUILDING I METAL BUILDING GYPSUM WALLBOARD; STEEL LINE STEEL LINE FASTEN PER SHEARWALL NOTES ANCHORS PER SHEAR - SHEETROCK FOR ANCHORS PER SHEAR ANCHORS PER SHEAR FIREWALL, SEE ANCHORS PER SHEAR WALL SCHEDULE I WALL SCHEDULE WALL SCHEDULE ARCH. PLANS WALL SCHEDULE I I TREATED TREATED TREATED SILL PLATE TREATED SILL PLATE SILL PLATE SILL PLATE TREATED 2x 51LL PLATE -�Il-ill—� IflTilflll 7-11 � THICKENED SLAB, THICKENED SLAB, THICKENED SLAB, THICKENED SLAB, METAL SEE FOUNDATION PLAN METAL SEE FOUNDATION PLAN SEE FOUNDATION PLAN SEE FOUNDATION PLAN BUILDING BUILDING SEE FOUNDATION PLAN ANCHORS PER SHEAR FOUNDATION FOUNDATION WALL SCHEDULE . A3 /4 �.1 � WALL SECTION Al GRID A B MALL SECTION AT GRID 1 WALL SECTION „ ® WALL SECTION WALL FRAMING DETAIL 3/4 =T -0 T&G FLOOR SHEATHING 8d NAILS @ 6" O.C. SIMPSON A35 DOUBLE 2x SIMPSON MSTA STRAP BOTH @ 48 O.C. TOP PLATE FACES OF WALL, FILL ALL HOLES WITH 10d NAILS •o. a. HEADER PER PLAN FLOOR JOIST (PER PLAN) 2x WALL FRAMING, BUILT UP COLUMN DOUBLE TOP SEE PLAN PER PLAN PLATE 2 GYPSUM .WALLBOARD, iL FASTEN PER SHEARWALL NOTES (BOTH SIDES) *STRAP NOT REQUIRED WHERE DOUBLE TOP PLATE I5 CONTINUOUS ABOVE HEADER STUDS PER % HEADER DETAIL PLAN ui TREATED 2x SILL PLATE ANCHORS PER SHEAR SEE FOUNDATION PLAN WALL SCHEDULE &3/,=4ALL FRAMING DETAIL ,AI,1 0 z Fl GUS � w q � O ui Lu g CIA CN � 111 W LjU LLJ u) ® w 1 a<�Q Lu CL ca W < xW Lu j w 0 w O � U C Fl GUS � w q � O g CIA CN � 1 a<�Q SS,ONA( Q���• 19845. "Po �FOF�'T{of Aub 24 20 SHEET NUMBER: DRAWN BY. J.P. ENGINEER. J. LAR5EN M VE JOB NUMBER: 211466