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HomeMy WebLinkAboutENGINEERED FOUNDATION PLAN - 22-00611 - EVO Automation - New CommercialIn T 2 3 4 5 T 7 110' - 0" OUT-T -OUT OF STEEL 25,-0" 16'-9" 1 13'-3" 1 13'-3" 1 16'-9" 254-0" 11 11 15' - 101 /2" le 11 00 .10 13' - 3" Pe 13'- 3" 15'w 101 /2" 23' - 8" 1' - If 4" Le 101/2" 10 101/2" (TYP.) 3 S3 2 (TYP.) 1 (TYP.) 3 (TYP.) 1 4 (TYP.)-- 10 a S3 S3 53 S3 S3 TF F16 TYP.FFF E IJ I I I L► J I PIE I PIER 8 �,PIER 9 PIER, 10 . F PIER 7 3 I € F2.5 - I 2.5 �' P� PIER 11 I (TYP.) (TYP.) I I F7.5 w 6 I •- F7.5 F5.0 4 r `� S3 I,� 4 S3 I o I I f II ff S3 1 PIER 5 �. _J F16 PIER 12 .. - : - - - - - ---- rn F3.5 6 F2.5 .. (TYP.) I I `c�� T I (TYP) F16 TYP � 'co w cm, � I a t I I vs f I Y I T-101/2" I (TYP.) cli I MINIMUM COLUMN 1 e cwv I - (SEE DETAIL C/S4) TYP _ M F16 (TYP) J PIER 12 I.I L,� -Lu F2.5 H 19 I I' I PIER 4 I _ F2.5 F16 _ I LL 0 F3.5 (TYP) O -- {TYP) F16TYP. � f ` 6 i I I cti 6 I © S3 4" CONC SLAB ON GRADE p I ' `I II -0 co I ICIER 12 I: I� F16 TYP. Lo F16 TYP) in F2.5 I' 4 S3 ff f I L-L P) F16 (TYCO I I I io PIER 4 F16 (TYP) r s F3.5 F16 (TyP)jj " �,P) PIER 12 S3 I S3 (TYP} r IT F16 (TYP) F2.5 I (TYP.) I I I; I (TYP.) 6 3 co <a m ' S3 Ta I : I PIER PIER 2 _ `*° PER 9 F16 TYP. -111 PER 2 F7.5 �[ PIER 1 F5.0 F16 TYP. -i F3.5 UUlm 1 _ _ - t 5 8 F2.5 (TYP) L-. .-...I 5 3 I� S3 �' S3 S3 (TYP.) S3 S3 co S3 (TYP-) C? F_ _1 r®� r01 (TYP.) r�� I - - L � �- 6x6 WOOD L --� ( -) F2,5 (TYP) COLUMN (TYP) 7 (TYP.) . S3 15'-0" le 15'-0" 15'-0" 15'-0" 23'-8" 1'-4" 26,-0" 3 -0" 3 -0" 25'-0" 01 110' - 0" OUT-T -OUT OF STEEL 1 2 4 6 n CONCRETE FOOTING SCHEDULE MARK DEPTH W(DTH LENGTH TOP OF FTG. ELEVATION REINFORCEMENT REMARKS LONGITUDINAL TRANSVERSE F16 10" V-4" CONT SEE PLAN 244 #4 - - F2.5 10" 2'-6" 2'-6" SEE PLAN 3 - #4 3 - #4 - F3.5 12" T-6" T-6" SEE PLAN 5 - #4 5 - #4 2 MATTS F5.0 12" 6-0" 5'-0" SEE PLAN 7-#4 7 - #4 2 MATTS F7.5 16" T-6" 7-6" SEE PLAN 13 -. #4 13 - #4 2 MATTS F9.5 187 9'-6" 9'-6" SEE PLAN 19 - #4 19 - #4 2 MATTS BOLT EMBED MATERIAL O hef 314" 16" A36 / F1554 GRADE 36 1" 20" A36 / F1554 GRADE 36 HEAVY HEX HEAD FOUNDATION PLAN 1 /8" _ V-0" NOTES: 1. ANCHOR BOLTS MUST BE CAST IN CONCRETE. WET -SETTING OR POST -INSTALLING ANCHORS IS NPJ ALLOWED. 2. IT IS RECOMMENDED THAT ANCHOR BOLTS BE SET WITH TEMPLATES. 3. TOTAL LENGTH OF ANCHOR BOLT @ EMBED DEPTH PLUS PROJECTION. (SEE STEEL BUILDING PLAN). REBAR LAP SPLICE SCHEDULE (GRADE 60) BAR SIZE min. f'c = 3000 PSI TYP. SPLICES NO. DIA. LENGTH (L) 4 0.500 22" 5 0.625 28" 0.750 33" L F] r LJ F H STANDARD HQOK DETAILS 900 HOOK DIMENSIONS (GRADE 60) BAR SIZE A D LE #3 6" 2 114 4.5" #4 8" 3" 6" #5 10" 3 3/4" 7 1/2" #6 114y" 4112" 9" W 1800 HOOK DIMENSIONS (GRADE 60) BAR SIZE A J D LE #3 6" 3" 2 1/4" 2 1/2" #4 6" 4" 3" 2 1/2" #5 7" 5" 3 314" 21/2" #6 8" 6" 4 1/2" 3" a GENERAL STRUCTURAL NOTE S(STEELBUILDINGONLY) A. CODES AND SPECIFICATIONS 1. International Building Code (IBC) - 2018 Edition 2. ACI 318-14 Building Code Requirements for Reinforced Concrete B. DESIGN LOADS 1. Design loads provided by others. 2. Footing and pier sizes based on steel building reactions provided by steel building manufacturer. C. FOOTING & PIERS 1. Bearing pressure taken as 2000 PSF for column and wall footings, based on a sandy gravel and/or gravel (Table 1806.2, Class of Materials #4). Notify Engineer if conditions encountered are different. 2. Bear footing on same type of undisturbed soil or rock throughout the entire structure. D. MATERIALS 1. Concrete fc- (28 days) Ftgs & Walls 3500 PSI Exposure Class Fi Air Content 5% Slabs 4500 PSI Exposure Class = F2 Air Content &/n Max Water -Cement Ratio 0.55 Max Aggregrate size 3/4" 2.. Reinforcing Steel (Rebar) ASTM A615 - Grade 60 3. Anchor Bolts A36 / F1554 GRADE 36 E. REINFORCED CONCRETE 1. Concrete shall be of ready mix type conforming to ASTM C94. 2. Portland Cement to comply with ASTM 0150 3. Comply with ACI 306 Cold Weather Concrete standards if the mean daily temperature is expected to drop below 400 F for 3 or more successive days. Place no concrete against frozen earth. 4. Comply with ACI 305 Hot Weather Concrete Standards. 5. Conduct all compression tests according to ACI Standard Recommended Practice for Evaluation of Compression Test Results of Field Concrete (ACI 214). 6. Control joints in large areas of slab on grade shall be placed in checkerboard fashion in lengths not to exceed 20 feet in any direction. 7. All construcWn joints shall be located so as not to impair the strength of the structure. Unless noted on the drawings, all reinforcement shall be continuous through the joints. Each construction joint shall be Keyed. 8. No aluminum products shall be embedded in the concrete. Electrical conduit shall be placed at mid -height of the slabs and shall have an O.D. less than one-third the slab thickness. F. REINFORCING STEEL 1. All detailing, fabrication and placing of reinforcing bars shall conform to the ACI Manual of Standard Practice for Detailing Reinforced Concrete Structures (ACI 315). 2. Provide comer bars at all intersecting comers. use same size bar and spacing as horizontal wall reinforcement. E 3. Splices of reinforcement at points of maximum stress shall be avoided wherever possible. See schedule. 4. All continuous reinforcement shall terminate with 90 degree return or hook or separate corner bar. 5. All vertical reinforcement in columns and walls shall be doweled from the tooting or 39 0structure below with rebar of the same size and spacing as required above. � 6. Minimum concrete cover for reinforcing bars shall be as specified in Building Code 8 Requirements for Reinforced Concrete (ACI 318). ° 7. Welding or tack welding of reinforcing bars is prohibited unless specifically approved by N the Engineer. N 8. All reinforcement to be supported in the forms and spaced with wire or plastic bar supports conforming to requirements of the ACI Manual of Standard Practice for detailing a reinforced concrete structures (ACI 315). Reinforcement in footing shall be supported on kn precast concrete block supports conforming to Concrete Reinforcing Steel institute Manual w of Standard Practice. z G. MISCELLANEOUS NOTES w 1. Orient pier details to match building layout. 2. Refer to steel building manufacturer's anchor bolt plan for anchor bolt size and layout. cc 3. Contractor to verify all dimensions with steel building manufacturer before construction begins. Steel building dimensions have precedence. 4. Do not scale drawings. 5. NO CHANGES PERMITTED WITHOUT EXPRESS WRITTEN PERMISSION OF ENGINEER. 6, Details are representations/ depictions only. Follow written callouts. ZZ SPECIAL INSPECTIONS w H . 1. In addition to inspections required by the building official, the owner shall employ special inspectors per #BC chapter 17 to provide special inspections during construction on the types of work listed in this section. a 2. The special inspector shall be a qualified person who shall demonstrate competence to 4 the satisfaction of the building official, for inspection of the particular type of construction or operation requiring special inspection. 3. The contractor shall provide adequate notice to the special inspector and provide adequate access to work requiring special inspection. 4. Special inspectors shall keep records of special inspections and shall famish inspection reports to the owner, engineer of record, contractor, building official, and other designated persons. Discrepancies shall be brought to the immediate attention of the contractor for correction. If the discrepancies are not corrected they shall be brought to the attention of the contractor for correction. If the discrepancies are not corrected they shall be brought to the attention of the engineer and building official. Special inspections shall submit final reports documenting special inspections and corrections of any discrepancies. 5. Continuous special inspection shall be the full- time observation of work by the special inspector who is present in the area where the work is being performed. Periodic special inspection shall be the part- time or intermittent observation of work by the special inspector who is present in the area where the work has been or is being performed and at the completion of the work. 6. The types of work to be continuously or periodically inspected by the special Inspector per IBC 1704 include the following: CONCRETE (PIERS ONLY) CONT. PERIODIC 1 • REINFORCING STEEL AND PLACEMENT X 2. BOLTS TO BE INSTALLED IN CONCRETE X PRIOR TO AND DURING PLACEMENT 3. VERIFY USE OF REQUIRED DESIGN MIX X 4, PRIOR TO CONCRETE PLACEMENT, X FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE. C} W � 0 F- _ CC 0 �N W Cl) 0 0Lu , Lr W d ❑ 0 aU Q� a; wpZaF'. Z u,of uu w �6.Z,EX0 � Z Z %,,, WZRLLWu1 CPO LULU a3�w [7u .Za-�0N��2LL_J XV508wol ruDZ©C�-- <cc �'mXZEL1Z� ❑a.DZ WWD WOCCLI) Z_fCUJZF MOW O 00x Utn CV Q � T ❑ Zia W 4 0 0 m g w � W m w �c W z o` U n b4 1� U- Op .� NCJ N W 00 0� Z N Q > p!ll u0 J 00 0. _ .N w C/3 C7 o J L Z . I - � N co r,�. W Q f- 0 LN_ 00 a. ""i O Z CL. PROJECT NO. 221327 SHEET NO. S1 OF FIVE e.� co N cs, Q #3 TIES @ i0" O.C. e GRADE BEAM REINF : 4^ " • `: " GRADE BEAM REINF #3 TEES @ 10" O.C. CONT THRU PIER CONT THRU PIER GRADE BEAM REINF (TRIPLE [r� A.B. 1 1/2 .CLR „ , 6 ; �., (TRIPLE A.B. n (10) #5 VERT WITHIN TOP 5") `�- WITHIN TOP 5") W CONT THRU PIER ° # « � : �. •tl+« 1 - ,.. � F , (TYP.) C #3 TIES @ 10" O.C. (6) #4 VERT 1 i/2" CLR a d �, A #3 TIES @ 10" O.C. (6) #4 VERT GRADE BEAM REIN . CONT THRU PIER W (TRIPLE @ A.B. g TRIPLE @ A.B. (TYP.) WITHIN TOPS") __ WITHIN TOP 5"} ._ - 410 ..,A . #3 TIES @ 10" O.C. Q Q {10j #5 VERT 4 , ;: - r -:"A (10) #5 VERT f �+, a`• r W TIH N TOP 5""} cq Cc Cc • . • SECTION B B � („� W SECTION B-B SECTION D-Q ac (n .� c3 a -j ANCHOR BOLTS (5 W REF TO STEEL O cr- SECTION BBB r N SECTION B-B DRAWINGS r uj - - _ - 6. C _ _ a - °° a a a a o V - 4" 0 Q O © " e* o a 10 1/2" �* n o 10112" O O ANCHOR BOLTS ANCHOR BOLTS cu 6 $D .0 a, REF TO STEEL " " a o REF TO STEEL " k .' ° o JA DRAWINGS 8 8 DRAWINGS $ $ 2 112" 2 1/2" Ewa EQ. EQ EQ EQ no o a co R SECTION A -A U w- ri o o n 1'-8" 0'-8" co 0 W. PIER 7 SECTION A -A "� " PIER 1'I w o z m P Z w SEE SECTION SECTION C-C 2' - 4" ¢ w - w _ o��zz ANCHOR BOLTS ANCHOR BOLTS SEtY SECTION 1/S3 � �, � GTION 1/S3 � D.;z � � w REF TO STEEL REF TO STEEL E - L- uZ{ z W � w DRAWINGS EQ EQ u- J m - J EQ EQ DRAWINGS _ � - 0.N O LL PIERS o R�ti75Lu0� SEE SECTION 2/S3 S1M ,: p U Z N .0 C3 1 2 womwmzwwzx SECTION A -A SECTION A -A �--- 7j� =, I o 0 w O �-- 6 8 Hca c�CJU=c3sn PIER $ PIER 11 SEE SECTION i/s3 SEE ION 1/S3 SET SECT 1 1i2" CLR.n � • • N L (TYP) �y N m C n. `. d • _ w (6) #4 VERT u� - w o o �' %. Z T o o Z —0 GRADE BEAM REINF CONT THRU PIER " G a #3 TIES @ 10" O.C. 0 y 1 1/2" CLR. a #3 TIES @ 10" O.C. (TYP) {TRIPLE @ F) cc WITHIN TOP 5") (TRIPLE @ A.B. v On WITHIN TOP 5") ANCHOR BOLTS (6) #4 VERT z. m SECTION B-B REF TO STEEL F" >' UJ I DRAWINGS GRADE BEAM REINF m } CONT THRU PIER z w m Z _ ¢n SECTION A -A SECTION B-B CJ v H 0 PIER 12 "�' SEE SECTION 1/S,3 p N ;,. un 2' - 4." p d. KV A � y`J or i . . EQ EQ ANCHOR BOLTS ANCHOR BOLTS REF TO STEEL ANCHOR BOLTS REF TO STEEL DRAWINGS REF TO STEEL DRAWINGS DRAWINGS I' 0'- 8" '0' - 6" SECS'#ON A -A r N ray� � 2" °° ANCHOR BOLTS . w PIER o o o a REF TO STEEL °D 2 1- SEE SECTION 1/S3 p r N O o DRAWINGS T o cr a a 1, -'4" « ' a O N z (V �� O ,�,, r; r a a O co T h I"" W L�•j J J r-� C7 p W =N " $1 2" 1 2 SECTION A -A 0 O x U H 6 a s SECTION A -A Q w U" 1 1/2" CLR. 1 1/2" CLR. Z N (TYP) (TYP} S�EC710N A -A �' O U) N #3 TIES @ 10" O.C. � W a IN #3 TiES @ 10" O.C. 1 1/2" CLR. 1.1/2" CLR (10) #5 VERT (TRIPLE @ A.B. W F- Lo 0�- a (TRIPLE @ A.B.IT WITHIN TOP 5" :' (TYP} (TYP.) WITHIN TOP 5"} 0 co w " w )1. #3 TIES @ 10" O.C. y . _EL c a o o v4 7- (TRIPLE @ A.B. CL tVl =: s .' WITHIN TOP 5") ,:: Q W r • - � GRADE BFJJ�M REINF ' C 4 C `� CONT THRU PIER f v GRADE BEAM REIN © z e #3 TIES @ 10" O.C. iu #3 TIES @ 10" O.C.w (TRIPLE @ A.B. .. s WIT L TOP " r (TRIPLE @ A.B. 1 112" CLR CONT THRU PIER [—� � _ H O S) WITHIN TOP 5") (6) #4 VERT =. GRADE BEAM REINF e (TYP, a M CL F.,. O PI ) 5 VERT C NT THRU ER (10 # VE h, (6) #4 VERT ANCHOR BOLTS (6) #4 VERT ANCHOR BOLTS REF TO STEEL REF TO STEEL ` DRAWINGS DRAWINGS _ . • . . h ': • .� GRADE BEAM REINF GRADE BEAM REINF PROJECT NO. CONT THRU PIER CONT THRU PIER 221327 SECTIQN B-a SECTIONA-A SECTION B-B SECTION A -A SHEET NO. SECTION B-B SECTION B-B 0 PIER 5 PIER PIER 3 PIER 2 SECTION B B SEE SECTION 1/S3 SEE SECTION 1/S3 SEE SECTION 1153 PIER 1 S2 SEE SECTION 1/S3 SEE SECTION 1/S3 OF FIVE 2x6 WALL STUDS @ 16" O.C. WALL SHEATHING 5/8" O ANCHOR BOLT (SEE NAILING SCHED) @ 4'-0" O.C. Wl 7" MIN. EMBED 2x6 PRESSURE TREATED SILL PLATE 1/2" PREMOLDED JOINT FILLER . T,O.WALL CONC. SLAB ON GRADE W CONCRETE WALL, 2'- 0" MIN. W/ #4 @ 18" O-C. ._. a - or EACH WAY A •, e • 1 {}0'-0" • d - L e ' f. T #4 REBAR @ 2'-0" O.C. `'' ALTERNATE W/ 4" MIN. EMBED INTO WALL HOOK DIRECTION OR COMPACT BACK FILL MATERAIL TO 95% STANDARD PROCTOR ..AN. d -•ad ,a a d.• yq - �� w a + d SEE PLAN 10 SECTION S3 DO NOT SCALE SEE NOTES FOR ' REINF AROUND FTG OPENING NO PIPE THRU FTG Wrnoc NO PIPETHRU FTG z 7 ONC. FILL TO BE SAME . IDTH AS I- BEFORE FTG. IS POURED IF PIPE OR DUCT INTERFERES WITH FOOTING AND PIPE OR DUCT CANNOT BE DROPPED, RPENDICULAR O FOUNDATION CONTACT THE ENGINEER 1'-6" MIN. BACK k FILL Ik k II k1 TRENCH z g PIPE OR CD DUCT kl NO EXCAVATION BELOW THIS LINE 6 12 PARALLEL TO FOUNDATION SECTION S3 DO NOT SCALE 1 112" CLR. 8" .CONCRETE WALL (TYP) F r,. W/ #4 Cu 18" O.C. E.W. 12" $Q CONCRETE PIER W1444 VERT. DOWELS , TO FTG, BELOW & •" #3 TIES @ 12" O.C. �- �• ` d SECTION E-E 6" MIN. STEEL BUILDING BY OTHERS WOOD COLUMN (SEE FRAMING PLAN) WALL SHEATHING (SEE NAILING SCHED.) 2x4 STUD WALL k W/ STUDS @ 16" O.C. SIMPSOSTEEL BUILDING „. 1/2"0 ANCHOR BOLTS COL. BASEE @ 4'-0" O.C. T.O:WALL 101' 0" : CONIC. SLAB ON GRADE • 2' - 0" MIN. 4 4 T.O.SLAB .4 ,.. 1001-0. '4 (SEE PLAN) 1/2" PREMOLDED JOINT FILLER !{ a J #4 REBAR @ 2'-0" O.C. E ' ` " • . E W/ 4" MIN. EMBED INTO WALL OR COMPACT BACK FILL MATERAIL TO 95'/o STANDARD PROCTOR Y o- _ ," d �. Y`� GRADE BEAM WALL W c� x a BEYOND w SEE PLAN ALTERNATE HOOK DIRECTION $ SECTION S3 DO NOT SCALE WOOD COLUMN (SEE FRAMING PLAN). SIMPSON ABU COL. BASE i' ta Z 2 co CQ SECTION DO NOT SCALE 1-1/2" CLR. 12" SQ CONCRETE PIER W/444 VERT. DOWELS TO FTG. BELOW & #3 TIES 0 12" O.C. SECTION A -A GRADE 2x WOOD STUD WALL (SEE FRAMING PLAN) 1/2 O ANCHOR BOLTS @ 4'-0" O.C, WALL SHEATHING (SEE NAILING SCHED) 2x PRESSURE TREATED SILL PLATE conlcRETE SLAB ON GRADE jiJ aia �• ' d cn t� U SEE PLAN F) SECTION S3 DO NOT SCALE WALL SHEATHING (SEE NAILING SCHED,) 2x4 STUD WALL W/ STUDS 016" O.C. STEEL BUILDING 1/2" PREMOLDED JOINT FILLER T.O.WALL 1 /2"0 ANCHOR BOLTS @ 4'-0" O.C. 101'-0" 8" CONCRETE WALL ` CONIC. SLAB W/ #4 @ 18" O.C. 1 ON GRADE 2' - 0" MIN. EACH WAY ° , T.O.SLAB 100-0. d� z • a e SEE PLAN 414 REBAR @ 2'-T O.G. " ALTERNATE W/ 4" MIN, EMBED INTO WALL HOOK DIRECTION OR COMPACT BACK FILL MATERAIL f* TO 9W. STANDARD PROCTOR di Lu w SEE PLAN * NO STUD WALL @ SIM SECTION SECTION 53 DO NOT SCALE. 112" PREMOLDED JOINT FILLER T.O.WALL CONC. SLAB ON GRADE 8" CONCRETE WALL" /// W/ #4 @ 18" O.C. 2 - 4 MIN. �:.., EACH WAY � T.O.SLAB 1ow8„ - ,a b• A� •a' #4 REBAR @ 2'-0" O.C. ALTERNATE W/ 4" MIN. EMBED INTO WALL HOOK DIRECTION OR 4 COMPACT BACK FILL MATERAIL TO 95% STANDARD PROCTOR a d. w - SEE PLAN 4 SECTION S3 DO NOT SCALE #4 CONT. Cal OPENING #4 x 24" @ 2'-0" O.C. 24ph #4 NOSING CONCRETE SLAB CONCRETE SLAB (SEE FDN PLAN) ON GRADE SLOPE -&T.O.SLAB ° - `a •y � C a� _0- - 4" 112" PREMOLDED JOINT FILLER 8" CONCRETE WALL W1 #4 @ 18" O.G. E EACH WAY m TYP. 0 ALL DOORPENINGS 3 SECTION : CD S3 DO NOT SCALE 0 c� U n. STEEL BUILDING FRAME BY OTHERS w z uu TIES #4 REBAR Ca 2'-0" O.C. W/ 4" MIN. EMBED INTO WALL v OR T.O. ICIER l ALL COMPACT BACK FILL MATERAIL 1Ei1'-0" TO 95% STANDARD PROCTOR z Fc °` '- .4 - CONC SLAB ON GRADE +- •y _ "IF e e y '7'.O.SL A�+r A y J y B t.J 71 0 w e - - - A R VERTICAL f D REINFORCEMENT Lu Lu LLB.: e' • .+ d _ < .. , r`-. d ! .:6 • . �. C/3 v 'e (SEE PLAN) 2 SECTION S3 DO NOT SCALE STEEL BUILDING FRAME BY OTHERS TIES #4 REBAR @ 2'-0" O.C. EDGE OF GRADE W/ 4" MIN. EMBED INTO WALL BEAM BEYOND T.O.PIER 1 WALL OR 10i' 0" COMPACT BACK FILL MATERAIL WALL REINF TO 95% STANDARD PROCTOR CONT. THRU PIER '.I ET4 CONC SLAB ON GRADE .A T.O.SLAB ..:. 'R . • _ VERTICAL REINFORCEMENT � +; ` 2ND MATT B �B (SEE SCHED.) SEE PLAN `rs SECTION S3 DO NOT SCALE ' F Y o 2 E� C] 0 0 W (n 5 C 0 lqt W CV U d v 6 (n d Q wo0_w w©2tr0�tzz xa<Lu tOjLp LWW�Q for mo[-z� ©L�Oxw zO('aruLuI acnCcc O�n W Q� N . � ❑ r p cn z 0 0 0 � m m W H w m Z U � � v© ~ Old N O Z N o> cc J r-'. a. = N CC O v) J W L Z .� N { c I--U I� 0 c a' F_ 0 W. cn .O ce) 0- PROJECT NO. 221327 SHEET NO. S3 OF Five GENERAL STRUCTURAL NOTES (MEZZANINE FRAMING) A. CODES AND SPECIFICATIONS 1. International Building Code (IBC) - 2018 Edition 2. ANSVAWC National Design Specification (NDS) & Suppl. for Wood Const. - 2018 Edition 3. ASCE 7-16 Min. Design Loads for Buildings and other Structures. B. DESIGN LOADS UNIFORM (PSF)' 1. Floor Loads Uniform a. Upper Live = 80 Dead = 10 Deck Live = 120 2. Wind (See Steel Building Drawings) 3. Seismic (See Steel Building Drawings) C. Foundation - See Sheet S1 D. MATERIALS 1. Dimensional Lumber #2 Douglas Fir 2. Glulam Beams (GLB) 24FV4 3. Laminated Veneer Lumber (LVL) E =1.9E6 PSI Fb=2600 4. Versa -Stud E= 1.7E6 PSI Fb=2400 E. LUMBER 1. Do not notch any structural wood member unless shown on the drawings. 2. Install and follow all manufacturers guidelines for Engineered Wood I members and LVL products. --Do not notch or cut flanges of Eng. Wood I Members.-- 3. All nails shall be common wire nails. Any nails exposed to weather or moisture shall be of stainless steel or shall be galvanized. 4. Nailing to conform to IBC Table 2304.10.1 unless noted otherwise (See Nailing Schedule). 5. Wherever possible nails should be driven perpendicular to the grain instead of toe nail. 6. Where wood tends to split, holes for nails shall be bored a diameter smaller that of the nails. 7. Plywood face grain must be perpendicular to its supports. 8. Any wood members in contact with concrete or earth shall be pressure -treated wood or wood that is decay resistant (redwood or cedar). 9. Wet use adhesives shall be used on all glulam members subjected to possible moisture. NAILING SCHEDULE 23132 APA Rated 48/24 Floor Sheathing Boundary nailing -10d @ 6" o.c. Use tongue and groove wood panels or End nailing -10d c@i 6" o.c. block all panel edges. Side nailing -10d @ 6" o.c: Intermediate nailing - 10d @ 10" o.c. 7/16. APA Rated 48124 Wall Sheathing Boundary nailing - 8d @ 6" o.c. Block all panel edges. See typical End nailing - 8d @ 6" o.c. Detail. (Typical at all exterior walls Side nailing - 8d @ 6" o.c. unless noted otherwise). Intermediate nailing - 8d 12" o.c. SHEAR WALLS See Shear Wall Schedule GENERAL NOTES 1. Adequate shoring and bracing of all structural members during construction shall be provided. 2. Any proposed field changes shall have prior approval from the Engineer. 3. Contractor shall verify all dimensions in the field. Any variation from the drawings shall be brought to the attention of the Engineer. 4. Install Simpson hardware as per Manufacturers requirements. 5. Details are representations/ depictions only. Follow written callouts. 6. NO CHANGES PERMITTED WITHOUT EXPRESS WRITTEN PERMISSION OF ENGINEER 1.3/4 MIN. 1 3/4" MIN. 6" OR 8" CONC. z I = STEM WALL II ` I� ANCHOR BOLT MUST BE CONC. EDGE I PLACED IN MIDDLE THIRD OF PLATE S 113 1!3 1/3 SILL PLATE ANCHORAGE OF SHEAR WALLS Af- ZA MAX. STANDARD CUT WASHER MIR 3")SI O.229" ' PLATE WASHER WITH MAX. 1 34* SLOT SECTION A -A PLATE WASHERS MUST BE A MIN116 OF 0.229"x3"x3" AND MUST EXTEND TO WITHIN 1/2" OF', THE SHEATHED EDGE OF THE SILL PLATE. SLOTS ARE PERMITTED IN THE PLATE WASHER TO ALLOW FOR A TOLERANCE IN ANCHOR ROD PLACEMENT. 1 1/2"x71/4" VERSA STUDS @2'-0"OC 10 2x BOTTOM PLATE FLOOR SHEATHING (SEE NAILING SCHED.) Hit Ir WALL SHEATHING (SEE NAILING SCHED.) ENG..WOOD I BLOCKING @ 4'-0" O.C. ENG. WOOD CONT. RIM JOIST 2x DBL TOP PLATE (SEE SPLICE DETAIL) 2x6 WALL STUDS @ 16" Q.C. 2 SECTION S4 DO NOT SCALE WALL SHEATHING (SEE NAILING SCHED.) 1 1/2"x71/4" VERSA STUDS @ 2'-0" O.C. - 2x BOTTOM PLATE FLOOR SHEATHING (SEE NAILING SCHED.) ENG WOOD I JOIST (SEE FRAMING PLAN) ENG. WOOD CONT. RIM JOIST 2x DBL TOP PLATE TA (SEE SPLICE DETAIL) 2x6 WALL STUDS @ 16" O.C. 1 SECTION S4 DO NOT SCALE EPDXY ANCHOR BOLT OPTION SIZE de hef EPDXY 1/2" 81/2" 5" SIMPSON SET EPDXY SYSTEM OR EQUIV. 5/W 10" 5" SIMPSON SET EPDXY SYSTEM OR EQUIV: ILL PLATE 1 3/4" MIN. 1 3/4" MIN. de MIN. T -i 6" OR 8" GONG. z STEM WALL . ANCHOR BOLT =�= 6" OR 8" CONC. STEM WALL POST INSTALLED SHEAR WALL ANCHORS ONLY. SHEAR WALL SCHEDULE WOOD PANEL SHEATHING FASTNERS - EDGE NAILING s FRAMING MEMBER SIZE ANCHOR BOLTS MARK GRADE MINIMUM NOMINAL #OF NAILS STAPLES WALL SILL PLATE BOLT SPACING SHEAR WALL THICKNESS LAYERS (SEE NoTE 1) (7/16" MIN: CROWN STUDS P.T. EMBED. hef 1/2"SHEET ROCK #6x1 1/4" TYPE A APA RATED UNBLOCKED 1 S OR W SCREWS N/A 2x 2x. 1/2" 4'-0" A7" @7"O.C. A. SEE INTERMEDIATE NAILING SCHED' B. SEE EPDXY BOLT ANCHOR OPTION NOTES: 1. NAILS TO BE COMMON OR GALV. BOX NAILS ONLY. (GALV: NAILS MUST BE HOT DIPPED OR TUMBLED). NON-GALV. BOX NAILS, SINKERS, ETC. ARE NOT ALLOWED. 2. FOUNDATION SILL PLATE SHALL BE ATTACHED PER DETAIL 3. ALL EXTERIOR WALLS TO BE U.N.O. 4. DENOTES A SHEAR WALL 5. LOCATE HOLDOWNS AT CORNERS AND ADJACENT TO DOORIWINDOW OPENINGS. (SEE ARCH DRAWINGS) 6. ALL ANCHOR BOLTS TO BE A36/F1554 GRADE 36 NOTE: BLOCK ALL SHEAR WALL PANEL EDGES. SEE DETAIL C/S1. z 4 Lu 0 O_ C.INTERMEDIATE NAILING (FIELD) STUD SPACING MINIMUM PANEL THICKNESS FASTNERS - FIELD NAILING NAILS STAPLES 7116" MIN. CROWN 16" O.C. 7/16" 8d @ 12" O.C. 8" O.C. HEAL] I (TYP)- DOUBLE JOIST S5 @ COLUMN (TYP) 2 3 4 5 SECOND FLOOR FRAMING DIAPHRAGM BOUNDARY ci (SEE NAILING SCHED.) 1.6d NAILS o APA RATED WOOD PANEL ell - CONTINUOUS PANEL JOINT v SUPPORTED PANEL EDGES BUILT UP (SEE NAILING SCHED.) WOOD COL. o UNBLOCKED EDGE STAGGERED SHEAR WALL OR NAILING BUILDING EDGE 6 3 . WALLDEPTH INTERMEDIATE SUPPORTS 2" MIN. (SEE NIALING SCHED.) ROOF RAFTERS/TRUSS OR FLOOR JOISTS 2x WALL UNBLOCKED DIAPHRAGM NAILING NOTE: STUDS SHALL BE BUILT-UP AS (SEE FRAMING PLAINS) REQ'D FOR SOLID BEARING BEAM (SEE PLAN) W/ KING STUD EACH SIDE DIAPHRAGM BOUNDARY (TYP.) U.N.O. (SEE NAILING SCHED.) TYPICAL BUILT-UP POST APA RATED WOOD PANEL CONTINUOUS PANEL JOINT m SUPPORTED PANEL EDGES (SEE NAILING SCHED.) BLOCKED EDGE SHEAR WALL OR BUILDING EDGE . INTERMEDIATE SUPPORTS MINIMUM COLUMN = BEAM WIDTH xWALL DEPTH. (SEE NAILING SCHED.) BLOCKING CUT & FITTED ROOF RAFTERITRUSS, WALL STUD, BETWEEN JOISTS AT PANEL OR FLOOR JOIST SIDES (TYP.). MINIMUM COLUMN DETAIL BLOCKED DIAPHRAGM NAILING C SECTION !S4� SECTIONS4 DO NOT SCALE DO NOT SCALE F NALL SCHEDULE V HIV A.L \A LVI - AS 0 6 7 a. Q U L L13 L L13 5I8"0 MIN D/3 NO NOTCHING D' D/3 MAX * ALLOWED © oG �o w== D D13 -�--1" MAX" O Z UQTQHING OF ROOF OR FLOOR JOIST IZ-z L D/4 L/3 L13 L/3 NO BORING ALLOWED _ 4- 219 NOTHING &.HOLE BORING gF FC'. . "u o OR BEARING WALL HOLE BORING OF ROOF OR FLOOR JOIST STUDS DBL TOP PLATE SIZE SCHEDULE EMBER 2x4 D/3 1-1/8 D/4 7/8 1-318 1-3/4 D/6 518 7/8 1-118 2x6 1-3/4 .2-3/8 2x8 2x10 3 3-5/8 2-1/4 2-314 1-1/2 1-7/8 2x12 HOLES & NOTCHES #N BEAMS WALL STUD ARE NOT ALLOWED UNLESS OTHERWISE APPROVED IN WRITING BY ENGINEER A SECTION S4 DO NOT SCALE (2) SIMPSON CS 250 STEEL STRAPS (MIN) NOTCHING OF DOUBLE TOP PLATE W _ F- � O �C U W Uj n U) X � W W C\1 ci Q to a U ¢ = crL wpZ3L z w. <�W UJ 2utC to to zcru roz � OLL mu oaC�' zo;�Q=v©ma9 �W1�-0EDtCZn.Z� Op-�ZOPtu W (n v 0cccl) ZmWZ� i=cXL u~i�©t3 =i=-Uc~n • N LTi >" m Q C� Qp O 0 a m w W o m vz 3 = c U � In tT.. H� Q N 000 WZoN ..� O r�. 10 LU C� o JW LL Z I- N r` HLL er O Z cn O M (L PROJECT NO. 221327 SHEET NO, S4 OF FIVE 4 {2T} 2x1p HEADER (2) 2x10 HEADER (2) 2x10 HEADER. W/ (1) TRIMMER STUD 3 5 W/ (1) TRIMMER STUD W/ (1) TRIMMER STUD AND (2) KING STUDS AND (2) KING STUDS AND (3) KING STUDS ( I-YP) (NP) 9 � 9s 10 1�+0G g S6 1 1/2"/x}7 l/4+" VERSA STUDS S5 S5 S5 GIC Ca2'-V" ©.V. 1 112"x7114" JJ @ 2'-0" O.C. VERSA STUDS Evil F7 in EW LBx6x7/16" STEEL ANGLE SHORT LEG VERTICAL STEEL BUIDLING FRAME BY OTHERS STEEL BUILLING FRAME BY OTHERS � 3 91. - V" i f ROOF FRAMING PLAN 1 /4" = I f-0" 4 2' - o" r�i - �n 91 - 0" IG L6x6X5/16" STEEL NGLE - _- L6x6X5/16" STEEL =- ANGLE BRACE L6x6X5/16" STEEL ANGLE BRACE o >1• cd � to L6x6X5/16" STEEL ANGLE L6x6X5/1T STEEL ANGLE TOP OF PARAPET SUPPORT 114" = 1'-0" L6x6X5/16" STEEL ANGLE W11/4"x3"SDS SCREWS @ 8" O.C. L6x6X5/16" STEEL ANGLE BRACE TOP OF PARAPET 1/4"7L 2x DBL TOP PLATE (SEE SPLICE DETAIL) WALL SHEATHING (SEE NAILING SCHED.}. WALL SHEATHING (SEE NAILING SCHED.) 1 112"x7114" VERSA STUDS @ 2'-0" O.C. 11 SECTION S5 DO NOT SCALE PL5/16"x6"x0'-8" STEEL PLATE EACH SIDE W/ (3) 1/4"xi 1/2" SDS SCREWS EACH SIDE @ 2 PLY KING STUD W/ (3) 1/4"x3" SDS SCREWS EACH SIDE @ 3 PLY KING STUD © NEW L8x6x7/l6" STEEL 114" ANGLE SHORT LEG VERTICAL WALL SHEATHING (SEE NAILING SCHED.) 1 1/2"x71/4" VERSA STUDS KING STUDS 10 SECTION S5 DO NOT SCALE i 2x DECKING FLOOR SHEATHING (SEE NAILING SCHED.) ENG. WOOD I JOIST BLOCKING \_ENG: WOOD I JOIST (SEE FRAMING PLAN) WALL COVERING 2x DBL TOP PLATE p (BY OTHERS). (SEE SPLICE DETAIL) 2x WOOD STUD WALL (SEE FRAMING PLAN) 4' 0" MIN. LAP 7 . SECTION S5 DO NOT SCALE FLOOR OR ROOF -INE JOIST SPACE 2 ROWS 16d NAILS @ 4" O.C. STAGGERED 2" MIN. SEPARATION INTERIOR FINISH AS PER OWNER 2x WOOD STUD WALL (SEE FRAMING PLAN) 2" MIN. SEPARATION INTERIOR FINISH AS PER OWNER 2x WOOD STUD WALL (SEE FRAMING PLAN) 2x BOTTOM PLATE STEEL BUILDING : FLOOR SHEATHING `�^(SEE NAILING SCHED.) ENG. WOOD I CONT. RIM JOIST ENG. WOOD I JOIST (SEE FRAMING PLAN) BLOCKING @ 4'-0" O.C. 2x DBL TOP PLATE (SEE SPLICE DETAIL) 2x WOOD STUD WALL (SEE FRAMING PLAN) WALL SHEATHING (SEE NAILING SCHED.) " NO STEEL BUILDING @ SIM SECTION 2x BOTTOM PLATE 4 SECTION. S5 DO NOT SCALE FLOOR SHEATHING DBL TOP PLATE CHORD STEEL BUILDING (SEE NAILING SCHED.) MEMBER (2) 5/8"0 LAG BOLTS W/ 3" MIN. 2' • 0" SPLICE DETAIL PENETRATION INTO WOOD BEAM WOOD BEAM (SEE FRAMING PLAN) E A SECTION S5 DO NOT SCALE ENG. WOOD CONT. RIM JOIST ENG. WOOD I JOIST 1 1/2" 8" 1 10 (SEE FRAMING PLAN) _ of FILED DETERMINE EAVE EXTENSION 2x DBL TOP PLATE t STRUCTURAL LINE (SEE SPLICE DETAIL) (2) 5/8" BOLTS PER CONN. (iYP.) 2x WOOD STUD WALL , (SEE FRAMING PLAN) o� a: iv N 1/4" KNIFE PLATE WALL SHEATHING w ' Z (SEE NAILING SCHED.) WOOD COL. i SECTION (SEE FRAMING PLAN} z z w -W L8x6x7/t6" STEEL S5 DO NOT SCALE NO STEEL BUILDING @ SIM SECTION 6x6 WODD cc VGLE SHORT LEG VERTICAL KNEE BRACE W91/2x6 STEEL BEAM PL5116"x6"x0'-8" STEEL PLATE (2) 518"0 THRU BOLTS BY STEEL BUILDING W1(3)114"xl 1/2".SDS SCREWS SUPPLIER 0 @ EACH STUD BEYOND 2x DBL DECK JOIST z 2x DECKING (SEE FRAMING PLAN) Q h 1/4" (2) 6/8" 0 THRU BOLTS @J x 1/4" WALL SHEATHING 3 SECTION (SEE NAILING SCHED.) S5 DO NOT SCALE 1/4" \ \ 0 \ c� 1 112"x71/4" VERSA STUDS Q \ 2x DECKING @ 2'-0" O.C. t 1 2x BLOCKING z g WOOD BEAM 9 SECTION do6x6 (SEE FRAMING .PLAN) WOOD BEAM DO NOT SCALE KNEE BRACE (SEE FRAMING PLAN) 2x DECK JOISTS (SEE S5 1-1 . FRAMING PLAN) 2" MIN. SEPARATION INTERIOR FINISH AS PER OWNER 2x WOOD STUD WALL STEEL BUILDING (SEE FRAMING PLAN) 2x BOTTOM PLATE FLOOR SHEATHING "U. MIN /(SEE NAILING SCHED.) 2x DECK JOISTS (SEE_ j FRAMING PLAN) WOOD BEAM (SEE FRAMING PLAN) ENG. WOOD CONT. RIM JOIST' $ SECTION S5 DO NOT SCALE WOOD COLUMN (SEE FRAMING PLAN) (2) 5/8"0 THRU BOLTS SECTION A -A - WOOD BEAM. (SEE FRAMING PLAN) 2x DECKING 2x DBL DECK JOIST \_ ENG. WOOD I JOIST (SEE FRAMING PLAN) (SEE FRAMING PLAN) 2x DBL TOP PLATE (SEE SPLICE DETAIL) _2x WOOD STUD WALL (SEE FRAMING PLAN) WALL SHEATHING WOOD COL" (SEE NAILING SCHED.) (SEE FRAMING PLAN) * NO STEEL BUILDING c@ SIM SECTION 5 SECTION. 1 S5 DO NOT SCALE 2'-0" 6x6 WOOD KNEE BRACE (2) 5//8"0 THRU BOLTS oR 2x DECKING SIMPSON LUS HANGER 2x DECK JOIST (2) 5/8"0 LAG (SEE FRAMING PLAN) BOLTS W/ 3" MIN. PENETRATION INTO WOOD BEAM WOOD BEAM (SEE FRAMING PLAN) 2 SECTION S5 DO NOT SCALE FLOOR SHEATHING (SEE NAILING SCHED.)— \ ENG. WOOD I JOIST (SEE FRAMING PLAN) SIMPSON IUS JOIST HANGER - SECTION DO NOT SCALE f WOOD BEAM (SEE FRAMING PLAN) W 3 C) F— C) _ rt cm f3 `Of 10 w U) m .Q W Q 'vt Ir w 0 ❑ Cj O_ U = EL Q QZO��Z. w WzuiCc Lu�"�Zz Ozo-w zw-p w�OZ 09t2w 40<00 © ; 0 1 UJ oC (L=)zPt;wwwm N2irM(rzxwzcr �n.rnt=ota2�(�va Fc � m I..z 4 mac w m W w } °° z LLJ 03:' ui � � U tL 40 N 9 T w Z © N O J C? d .� O E-- J j L Z I N ON N s� � W LL 0 c Q Z Cl9 M a. PROJECT NO. 221327 SHEET NO. S5 OF FIVE N ccj cm Q