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HomeMy WebLinkAboutB18-0220_REV2 Approved Plans_1540234163.pdf kl °F 1/4 tahl 111111:11A i 7:4 ii PROVIDE BLKG. x 1'-0 TO len BOT. OF ROOF SHEATHING 10122/18 BENT STL. BM. 3'-0 0.C. © ALONG BM., TYP. E, PER PLAN -o I (N) HSS4x4xY4 BENT/TENSION POST 1 ======== I (SEE ALSO S3 & S4), TYP. Ms ----- 1 I VERIFY ORIENTATION & MEMBER SIZES OF (E) EQ. � EQ. =„ b- 1� — --- --- S +� FRAMING & CONTACT ENGR. w/ DISCREPANCIES, TYP. 1,.., - �° �� (N) L4x4xY4x3'-6± HORIZ. �1� BRACING @ TOI (BTWN. (E) G.L. (V.I.F1.) (E) SHOULDER BM. (V.I.F.) c N HSS), TYP. - -t — --t= °F1'4 , (N) HSS4x4xY4 BENT/TENSION POST 10/22/18 I (SEE ALSO S3 & S5), TYP. cp cp SEE ROOF PLAN - SHEET S5 VERIFY ORIENTATION & MEMBER SIZES OF (E) r , r Ni �_�'� SEE ROOF 1LAN - SHEET S5 1 FRAMING & CONTACT ENGR. w DISCREPANCIES, TYP. ' - NJ �1 ��� / I rnrl- - - _ 1 ,_ _ _ _,__ _ _L 110'-8Y2 (E) 2x6 © LI (N) (2)-11Y4 LVL c o N, _ -0 ,7-,S' �O T.O. PLYWD. L� 16" O.C. , I OR (2)-2x12 ©OR® \_ 1(11: _ - - -, , , , 7 _P TYPE — 7 X SEE ROOF PLAN SHEET S5 o\,. Z C = Q SEE ROOF PLAN L©OR© ,L (N) (2)-11)4 LVL OR (3)-2x12 1G Q, (,) m L` _ - SHEET S5 �o , (2)-© ,1 - - - L- \. 1C) _1 0 i0,+ L© TYP. [(1)-EA. SIDE] - �F Z c 110 —8)2 1 VERIFY (E) FRAMING \ -� U N - - - ��1 z ,rw T.O. PLYWD. l & CONTACT ENGR. C-CHANNEL BY OTHERS U (E) STEP I .4I r© TYP. �r AS REVD ��� T.O. PLYWD. Q 11 2 '5 X m SISTER (N) 11Y4 LVL's TO (E) - - (3)-11 /8 LVL (N) STAIR & LANDING 0 o 2x12's © 16" O.C. w/ (3)-10d VERIFY COL. WALL THICKNESS , - m 1 I BYI D m NAILS © 16" O.C., TYP. ��° -8c CONN.'s 0 EA. LEVEL & BY OTHERS - ' i � I 105 -3 V.I.F. +, o `���� BRG. COND. I w 1 , . C-CHANNEL BY OTHERS Q AM 1 -1 105 -8Y2 (E) T.O. PLYWD. > (E) T.O. PLYWD. l / \ / \ / TYP�I I _ I 1 +6 VERIFY (E) COL. & CONTACT \—_ — — I \ / \ / \ / JL I I zI1 - `a,/ -7 1 X 11098-2 T 1 - 1 �� 9a. / f ENGR. F R CONN. o! ©TYP. I- — — — — -I 11 � I z I 1 1 ,v''''..970... L e Ifo_ �7� - -el'v,M (0)STEP \ J OA = 1 �� ^;, �a,�®„R , ���� - - - - �- - - T.O. PLYWD. Co, I 3 Icn 0 ' _ 0 �. � ' �‘ q IP WI �T111 - - - - - - - - - - - - ,;� " SII � ;%\�_ �� oII1 � 1�� N MECH. EQUIP. (BY E• ' SSS Icy co m I � 0.210. 14M.F. . SEE ROOF PLAN 1 �! I- \ OTHERS),(V I. <214o c� 2� - SHEET S5 M �0'-8Y2 �T �K l� •11110'-8Y2 m 3+8 WWI- 49 4w z E T.O. , LLA \ - _ / ( �\ / / \ / (N) T.O. PLYWD. \ /\ x /\ zrx cn 10/16/2018 ` (0 1 I \�L/ \\ ,/ \\ ,/ �I 0OR , L..o NO CONC. ©OR , 3 z / FO TYP.r TOPPING FO TYPE S3 a J d 1 SHEAR (t': Y4„x4„x0'-5)2 w/ (2)-3/4"0 �iL O THRU-BOLTS OR WELD [V.I.F. (E) COL. J o & CONTACT ENGR.] +� o w ` I w 11)/4 LVL's © 12" O.C. N� W 1 I 2 : `- E 4 <1 I N i r:7 SIJ Z <1 I 1 ; (E) 6x16 lith C2 --- / __ __ C1 Cdi E 4 © C'� l r_ c?SEE ROOF PLAN - SHEET S5 _ El 11 I 1 l 1 F -11 5 �j i1 c7 1 <1k 1I 1 Y , i, VERIFY ORIENTATION & MEMBER SIZES OF (E) 1 FRAMING & CONTACT ENGR. w/ DISCREPANCIES, TYP. 1 fl IIII H I 1 SEE PLAN �_ T.O. STL. r , W14x68 EXSTG. MINIMUM MEMBER SIZES INDICATED ON PLAN SHALL BE VERIFIED DURING CONSTRUCTION. CONTACT ENGR. w/ DISCREPANCIES. CONTACT CAP It: Y2"x BM. WIDTH ENGR. DURING CONSTRUCTION FOR CONNECTIONS/HANGER OPTIONS NOT x0'-8 w/ I/8" THRU BOLTS)[(1)-EA. SHOWN ON PLAN. ADDITIONAL CONNECTIONS/DETAILS MAY BE REQUIRED. SIDE OF WEB] - - - - - - ____ TOP It: 5/s"x5"x0'-5 -1 _____ _ I- (LET-IN © T.O.BM.) L J L J 0 BA 0K GOU GE UPPER FLOOR /LOW ROOF FRAMING PLAN designed by RSS HSS COL. PER PLAN w/ AFS RSS BRG. It: 5/$"x BM. WIDTH HSS1 ox4x5/8 (FLAT) drawn by x 0'-9 w/ (2)-5/8"0 _ - - _ PLAN NOTES FOR NEW FRAMING: PLAN checked by TDH NORTH THRU-BOLTS [(1)-EA. SEE PLAN 1. EXISTING INTERIOR WOOD STUD BEARING WALLS ARE INDICATED ON PLAN THUS: >> >> iIIIlIIh1� issued SIDE OF WEB] -F - H - - . - - - - T.O. (E) STL. SCALE: 1 /4" = 1 —0 ,,;00111 Illp,,. NEW POSTS BELOW (ORIGINATING FROM THIS LEVEL OR ABOVE) ARE INDICATED: ❑ 1�4: (V.I.F.) 2. EXISTING POSTS BELOW (ORIGINATING FROM THIS LEVEL OR ABOVE) ARE INDICATED: in- TYP. - PERMIT 05/21 /18 TYP. NON-CONTINUOUS POSTS FROM ABOVE ARE INDICATED: ® REVISED 10/16/18 SINGLE STUD TRIMMERS THAT DO NOT REQUIRE BLOCKING BELOW ARE INDICATED: 0 BOT. It: Y2"x5"x0'-5 3. ALL POSTS ARE LABELED AT THE TOP. (E) STL. BM. 4. NEW FLOOR SHEATHING IS 3/4" TONGUE AND GROOVE APA STURDIFLOOR, EXP.1, SPAN RATING 24 O.C. (E) CONN. (V.I.F.) 5. NEW WOOD BEAMS AT THIS LEVEL, EXCEPT HEADERS, ARE FLUSH w/ FLOOR JOISTS UNLESS NOTED (DROPPED). -/ (E) T.S. COL. 6. "© " INDICATES CONNECTION TYPE - REF. S1 FOR SCHEDULE. 7. ALL NEW FLOOR JOISTS ARE 11-4 LVL's 0 16" O.C., TYPICAL, UNLESS NOTED OTHERWISE. ADD. FRAMING NOT SHOWN FOR CLARITY 8. NEW ROOF SHEATHING IS 5/8" APA RATED SHEATHING, EXP.1, SPAN RATING 40/20. sheet 9. EXISTING CONSTRUCTION (E) IS INDICATED THUS ( ), NEW CONSTRUCTION (N) IS INDICATED THUS ( ). ( ' 4 1 SCALE: 3/4” = 1'-0” , ) S4 JOB #1712- 07 10 °F 1/4 (E) G.L. BM. 6% -ANC IP. 2x NAILER DRIVE 3Y2" 3y2" PINNED © TOP & BOT. MIN. / / / TYP. z 10122118 1 I W8x2101 0 0 \ L _ - J ® ® KNIFE It:w/ 3 Y4"x4x0'-5Y2 / I ® ® ~ THRU-BOLTS OR WELD ______- 1 4"0 ® ®1 (N) HSS4x4xY4 BENT/TENSION POST 1Y2" - z I I (SEE S4 & S5), TYP. 346" V _ Y2 N CNI CL HSS COL. PER PLAN �� TYP. (N) L41x4xY4x3'-6f HORIZ. BRACING �' BACK �: Y2 x10 (V.I.F.)x1 -5 ii ___ ;134 __ II © BCIT; (BTWN. HSS), TYP. 0 I ADDITIONAL FRAMING NOT (V.I.F.) w/ (2)-SIDE It's: 1 1 cn SHOWN FOR CLARITY I U Y4"x9" (V.I.F.)x1'-5 (V.I.F.) w/ I (N) CANT. 5Y2 LVL's © 16" O.C. z �'^ (10)-7/$"g) THRU-BOLTS d102'-2± 1 410 SCALE: 3/4" = 1'-0" (N) T.O. PLYWD. (E) w12x19� r(V.I.F. CONT. VERIFY ORIENTATION & MEMBER SIZES OF (E) 1 Go - - (N) C9x13.4 �O CONT- - - - Hr (N) (4)-2x6 (ALIGN w/ c0� FRAMING & CONTACT ENGR. w/ DISCREPANCIES, TYP. z C =N ��1 + + CONC. WALL BELOW) �1 < •E m LL BRG. SADDLE 1-LI � (E) STL. BM. I J 0 (N) STEP �� o` D c 6" VERIFY ORIENTATION 8c MEMBER SIZES OF (E) FRAMING 8c CONTACT ENGR. T.O. PLYWD. -l i 'ILS __ ---- —1 O w/ - DISCREPANCIES &/OR DIMENSIONS DURING CONST. CONTACT ENGR. - - - - - �`� z c 1y 1y2 / SHEAR h': Y4"x4"x0'-5Y2 cE� BM. V.I.F.) 0 0 LL DURING CONSTRUCTION FOR CONNECTIONS/HANGER OPTIONS NOT SHOWN ON PLAN. ADDITIONAL CONNECTIONS/DETAILS MAY BE REQUIRED. r w/ (2)-3/4"g) THRU—BOLTS — — — — +I , U OR WELD ^ 1°100'-0 0 0 411 (E) T.O. PLYWD. L_ - - X p j l I I p U =� (E) ROOF .� z O m 111 0o o m SHEATHING // �+ - - L � � - - - _T- - - � > ��� IC +, • _ (E) RAFTERS I _ (E) BM. (V.I.F.) v� a > LVL BLKG. BTWN. — — _ — — L - - - BM./RAFTERS © �t — — — H^ 96'-8f T7 BRG., TYP. - �� - - L u I I .tea,:: \ ri - - w ; (E) T.O. PLYWD. - .I v . . iJ �cw9R3 stiP'�� -- x mac— -(E)- 10-P1=YWD. O/ 3" 1)4„ rc n '° �4; Av 0A TYP. I GO\' r ob100 -0 0 �I 1 6-% MIN. o E T.O. PLYWD. CONT. BEVELLED T _ VERIFY COL. WALL THICKNESS, _ E) SM. 14,1 I s o® ® ® 4x BRG. �j' LENGTH & BRACING O EA. I I , 70" ®"",", � ® o — - - LEVEL & BRG. COND. = 1 — — 1 �F I +��° 4 +�+�° ` SN � J S �> 0� STL. BM. PER PLAN I v (E) STEP 6' I �� S5 �c� \ LVL BM. PER PLAN I� - - - - _ - - T.) PL.Y1N�.- SAS (2)-11�/s LVL I � (N) W10x22 7Y2 N \ (E) N O � ! IR -` V.I.F 10/16/2018 \ BRG. SADDLE: 4x0.25p I (0 W1ox (Low, V.I.F.) 2s0 (2)-5Y2 LVL 'T� ' � FITTED KNIFE R: Y4"xDIM.'s SHOWN ' A BRG. h': Y2 xBM. WIDTH + Ys x0 -7 w/ 2'- w/ (3)-3/4"0 THRU-BOLTS (2)-SIDE �' s: Y4 x6 xDIM. s SHOWNb �F IFFLR. FiAMIN-G —(E) W10x12 II I� w/ (6)-3/4 b THRU-BOLTS I J O COL. RG. & CONTACT ( ) - - - �' TYP. L4x4xY4x3'-6f © �V Z' HIGH, V.I.F. �� TOP (BTWN. HSS) I (E) STEP �F� �' �IGR. DUFFING CONST. AI (E) BM. V I F +s '1 1 ® 0 F- T.O. PLYWD. r (E) COL. - - ( ) `L J IF 5 T zz / VERIFY (E) FLOOR FRAMING (E) W12x26 (V.I.F.) O' (E) W12x26 (V.I.,`.) +c (E) W12x2 (V.I.F.) Q v I I Oy' `1/ p A TYP. © JOIST-TO-TOP BENT HSS4x4xY4 ASSEMBLY & BRG. & CONTACT G �1 100 -0 O TENSION POST ENGR. AS REQ D, TYP. �� �� (E) BM.— _ 13 3'-O" 5'-3" �1 0 ��1 l'(N) T.O. 'LYV4D. OF WALL �' (CONT.) LVL JOISTS PER PLAN 0/ c:9\7' II �(E) T.O. PLYWD. 3"� HOLE MAX. 40 r "� HOLE MAX. k ' 0I ilhI I 3 II I I I 1 L , (� VERT.) (� VERT.) l' 3"±'- N LVL BLKG. BTWN. �F �� I ( T I c''.l cfl .4(.31>S5 [ 4 <1 x N I� , JOISTS © BRG., TYP.FriT SEE PLAN j I 4"0 HOLE MAX. N o J Lv 1 1 \ / T.O. PLYWD. N I (� VERT.) � I r 'z' Z <1 __ . � 1 I r- z I BENT HSS4x4xY4 \ PLAN CHANNEL PER X o TENSION POST I ..(CONT.) 1X MN NI I 1 X _ z ., - - - - - - - 100'-o � O ® z E CONC. SLAB ON STL. DECKING (V.I.F.) L4x4xY4x3'-6± © r_ SEE PLAN o (E) T.O. PLYWD. 4i C C ./.4 - a - `1, - - - � � � /2\ (BTWN. HSS) _ - T.O. SLAB o I I I gTYP. S5 BOT. 2x NAILER DRIVE _FP � _ - - // ��_ I I (E) T.S. COL 4 r-••• J PINNED © TOP & BOT. 3/6" i c, I I c I (V.I.IF.) S1 • ' PACK WEB SOLID FOR HANGER II \\ o_ I '�� L :. T T� ATTACHMENT w/ 5/s THRU-BOLTS - I I I X ��� �E) STL. BM. CV.I.F.� 1 al © 24" O.C. (STAGGERED), TYP. [ 4 , (E) STL. BM. (V.I.F.) �� /i (E) BAR JOISTS (V.I.F.) LT r� I ^ 100'-0 (E) STEP �� 4 3 k 100'-0 z T.O. PLYWD. (E) TS3.5x0.313 +6, SCALE: /4" = 1'-0" (E) T.O. PLYWD. (E) T.O. PLYWD. I S3 I . ob 102'-8Y2 kl BRG. h': Y2"x BM. WIDTH HSS COL. PER PLAN , )I` (E) T.O. PLYWD. h 4 <1 THRU OBOLTS4) 2s'EA. 1 VERIFY (E) BM.'s & NF1 I I I I L7 [(2)-EA. I ELEVATIONS & CONTACT SIDE OF WEB] ENGR. w/ (E)-CONN. .•:�__ I— _ �J (E) W12x45 ' II I "' "' SEE PLAN I I DURING CONST. 1 ' S II 1 11 I ' U' $ ' 1 (N) H51S1 o)14x/s' (FLAT) 1 II 1 1 T.O. STL. 1 `•' V IBJCQ L _t_ I T r 1 r 1- I S4 �� ��1 H 9--4 STL. BM. PER PLAN w// Y4" FITTED WEB STIFFENER r , 2x NAILER DRIVE EA. SIDE OF WEB © BRG. (E) STE PINNED TO TOP FLANGE VERIFY ORIENTATION & MEMBER SIZES OF (E) T.O. PLYWD. 1 ) SCALE: 3%" = 1'-O" FRAMING & CONTACT ENGR. w/ DISCREPANCIES, TYP. _ _ 7,ci J (E) BM_ io L+iGO � O0 CO11 I 11 1 1 � 1 1 1 � I SEE PLAN � �� �� H li T.O. STL. EXSTG. MINIMUM MEMBER SIZES INDICATED ON PLAN SHALL BE VERIFIED - , -IJ DURING CONSTRUCTION. CONTACT ENGR. w/ DISCREPANCIES. CONTACT \�, . STL. BM. PER PLAN ENGR. DURING CONSTRUCTION FOR CONNECTIONS/HANGER OPTIONS NOT , i CAP R: Y2"x BM. WIDTH I I HSS COL. PER PLAN � I - I -I� rlI designed by RSS x0'-8 w/ (2)-5/$ � I I SHOWN ON PLAN. ADDITIONAL CONNECTIONS/DETAILS MAY BE REQUIRED. drawn by AFS/RSS THRU-BOLTS [(1)-EA. SIDE OF WEB] t t PLAN checked by TDH _1 NORTH issued 10 SCALE: 3/4" = 1'-0" MAIN FLOOR FRAMING P LAN SCALE: 1 /4" = 1 '-0" il lll11 ole,,. PERMIT 05/21 /18 PLAN NOTES FOR NEW FRAMING: - REVISED 10/16/18 1. EXISTING INTERIOR WOOD STUD BEARING WALLS ARE INDICATED ON PLAN THUS: :.::::::: 2. NEW POSTS BELOW (ORIGINATING FROM THIS LEVEL OR ABOVE) ARE INDICATED: ■ 0 EXISTING POSTS BELOW (ORIGINATING FROM THIS LEVEL OR ABOVE) ARE INDICATED: ► y H NON-CONTINUOUS POSTS FROM ABOVE ARE INDICATED: STL. BM. PER PLAN r SINGLE STUD TRIMMERS THAT DO NOT REQUIRE BLOCKING BELOW ARE INDICATED:1 3. ALL POSTS ARE LABELED AT THE TOP. (2)-Y2"0x4" LAGS 4. NEW FLOOR SHEATHING IS 1Ys" TONGUE AND GROOVE APA STURDIFLOOR, EXP.1, SPAN RATING 48 O.C. BUILT-UP STUD COL. 5. NEW WOOD BEAMS AT THIS LEVEL, EXCEPT HEADERS, ARE FLUSH w/ FLOOR JOISTS UNLESS NOTED (DROPPED). PER PLAN -. / sheet 6. "O " INDICATES CONNECTION TYPE - REF. 51 FOR SCHEDULE. o IDSCALE: 3/4" = 1'-0" 7. ALL NEW FLOOR JOISTS ARE 11% LVL's 0 16" O.C., TYPICAL, UNLESS NOTED OTHERWISE. ' ' o 8. EXISTING CONSTRUCTION (E) IS INDICATED THUS ( ), NEW CONSTRUCTION (N) IS INDICATED THUS ( ). JOB #1712- 07 iti.iti OF.10 , , ,,.2. . - DESIGN CRITERIA: A VAIL RESTAURANT JOB #: 1712-07 I. Laminated Veneer Lumber (LVL) shall be 13/4" wide and have the following minimum c. Dimensions: Check all dimensions against architectural drawings prior to construction. Do .4,, properties: not scale drawings. aip, Roof Live Load (Snow) 80 psf 1. Flexural stress 2600 psi d. Construction practices: General contractor is responsible for means, methods, techniques, J1Q0D 10 Roof Dead Load 15 psf 2. Modulus of elasticity 1,900,000 psi sequences and procedures for construction of this project. Notify structural engineer of Floor Live Load 100/50 psf 3. Tension parallel to grain 1850 psi omissions or conflicts between the working drawings and existing conditions. Coordinate 10/22/18 Floor Dead Load 50/15 psf 4. Compression parallel to grain 2310 psi requirements for mechanical/electrical/plumbing penetrations through structural elements Deck Live Load 100 psf 5. Compression perpendicular to grain (parallel to glue line) 750 psi with structural engineer. Jobsite safety is the sole responsibility of the contractor. All Deck Dead Load 15 psf 6. Horizontal shear 285 psi methods used for construction shall be in accordance with the latest editions of the Wind (3 Second Gust) 115 mph (Exp. B) 7. Connection of multiple-member beams: IBC/IRC. RISK Design Category II A. Top-loaded beams e. Details not specifically shown on the drawings shall be constructed in a manner similar to Seismic Design Category: i) For members 12" deep or less, nail each member to the next with 2 rows the details that are shown for like conditions. These items shall be brought to the Importance Factor 1.0 of 16d nails at 12" o.c. attention of the structural engineer as soon as possible for approval. Approval shall be Design Category B ii) For members greater than 12" deep, nail each member to the next with 3 obtained prior to installation. Site Class D rows of 16d nails at 12" o.c. f. All waterproofing and flashing is the responsibility of the architect and contractor. N SS 0.256 g. It is the responsibility of the contractor to contact the structural engineer at the c �, N B. Side-loaded beams u7 S1 0.073 appropriate time to perform site observation visits. Observation visits to the jobsite by _ i) For two or three member beams, nail each member to the next with 3 u) rn I IBC/IRC Edition 2015the engineer are for determination of general conformance with the construction N 1 c, rows of 16d nails at 12" o.c. rn ,t documents and shall not be construed as inspection. ii) For four member beams, bolt through with 2 rows of 1/2" diameter bolts h. Though everyeffort is made toprovide a complete and clear set of construction U a SPECIAL INSPECTIONS: - 2015g P z ^o at 12" o.c. OPTION: In lieu of thru-bolts, use 2 rows TrussLok screws © documents, discrepancies or omissions may occur. Release of these drawings anticipates C o N. a. Special Inspections shall be provided according 2015 IBC Chapter 17. 12" O.C. each side (stagger from each other and stagger at each side). cooperation and continued communication between the contractor, architect and engineer a 0,..._.a b. Continuous Inspection shall be performed for field welding (except single-pass fillet welds iii) For members consisting of more than four members, contact structural to provide the best possible structure. These drawings have been prepared for the use of I- 5 engineer. a qualified contractor experienced in the construction techniques and systems depicted. z 7x less than /6 ), and anchor bolts where indicated on the foundation plan. c = < c. Periodic inspection of steel construction elements shall include material verification in m. All lumber used in construction shall have a maximum moisture content of 19%. i. Existing structures: Contractor shall be responsible for verifying dimensions, elevations, < •E a_ u_ n. Unless made of treated or naturallydeco resistant wood, all deck beams andjoists framing, foundation and anything else that may affect the work shown on the drawings. accordance with these drawings, manufacturer's certificate of compliance, snug-tight i Y Underpinning, shoringand bracingof existingstructures shall be the responsibility of the -I N wider than 1 /2 shall be sealed and flashed at the top surface per architect. p g• P y D c bolted joints, Y4 and smaller welds, reinforcing steel, epoxy anchors, and anchors installed contractor. (n - in hardened concrete. o. Drive pins specified on plan shall be powder actuated fasteners by Ramset, Powers, Hilti, �, d. Special Inspections shall be performed for shear walls, shear panels, and diaphrams where or approved equivalent. Fastener and load size shall be determined according to J. General contractor is responsible for ordering structural elements (including lead time) to z manufacturers recommendations for materials being attached. adhere with the schedule of project. 0 0 00 the fastener spacing of the sheathing is 4" on center or less according to Section p. Framing Notes: U - 1705-11. 0 in 1. Exterior walls: c e. The structural engineer does not provide special inspections. Periodic observations of A. All exterior walls are 2x6 studs © 16" o.c. to a maximum height of 12'-6", 2x6 MD x construction by the structural engineer are not to be considered special inspections. „ +' O o studs © 12 o.c. to a maximum height of 14'-6", and (2)-2x6 studs © 16to 2015 IBC FASTENING SCHEDULE* Crm FOUNDATION DESIGN: a maximum height of 17'-4" unless otherwise noted. Walls taller than 17'-4" *THIS IS A PARTIAL SCHEDULE. SEE IBC TABLE 2304.10.1 FOR FULL SCHEDULE li - shall be framed with manufactured laminated studs. Contact engineer for IC Q a. Design of individual and continuous footings is based on an assumed maximum allowable spacing requirements, if not indicated on plan. Cap with a double top plate a, b 9 9 CONNECTION FASTENING bearing pressure of 2000 psf (dead load plus full live load). installed to provide overlapping at corners and at intersections with other partitions. If overlap is not possible, strap top plates with metal strap ties MIRRORED b. Foundation and retaining walls have been designed using an assumed lateral pressure of Joist to sill or girder 3 - 8d common toenail ^L,Ci ; .• (Simpson ST292 or equivalent). 'g" �/ 55 pcf. 3 - 3" x 0.131" nail 31 Kew°®gyfl � ' B. Gable-end walls shall be balloon-framed to the bottom of rafters or end-wall 3 - 3" 14 gage staple �2 �a ,,'''vi��5'' �' c. Footings shall be placed on the natural undisturbed soil, or compacted structural fill per g g3 a ,"��°°� the recommendations of thegeotechnical engineer, below frost depth. trusses unless approved by engineer. Bridging tojoist 2 - 8d common toenail each end 134" • 1 �4 i•�o �e 9 P g g cs d. Provide continuous foundation drains around the perimeter of all basement walls and at C. Floor or roof framing members must be aligned to bear within 5 inches of the 2 - 3" x 0.131" nail „ *4 dg the base of retaining walls. Contact geotechnical engineer for details. studs beneath. 2 - 3" 14 gage staple 1 -0 2� z �eat . e. A representative of the geotechnical engineer shall verify soils conditions and types during D. Provide z/6 thick APA rated sheathing (plywood or OSB) rated 32/16, exposure Sole plate to joist or blocking 16d at 16" o.c. typical face nail V.I.F. � yno® _mi®��. excavation. Because geotechnical information was not available at the time of preparation 1, at exterior face of exterior walls. Block all horizontal joints and nail panels 3" x 0.131" nail at 8" o.c. \ �, ® � ON4W of the construction documents, we have used assumed values based on similar sites in with 8d x 2" nails at 6" maximum spacing along panel edges and at 12" 3" 14 gage staple at 12" o.c. �_ �> the area. Construction of the foundation may not proceed without verifying these values. maximum spacing along intermediate supports. o Sole plate to joist or blocking at braced 3 - 16d per 16" braced wall panels 1L_Report any discrepancies from original design assumptions to structural engineer for E. Provide Y2" thick gypsum wallboard at interior face of exterior walls. Block all wall panel re-evaluation of foundation design. (4)-3" x 0.131" nail per 16" z g horizontal joints and nail panels with #6 x 1Y4" drywall screws at 4" maximum (4)-3" 14 gage staple per 16" W12x30 co 10/16/2018 f. Backfill around and above structural buttresses and retaining walls shall be spacing along panel edges and at 16" maximum spacing along intermediater Top plate to stud 2 - 16d common end nail compaction-tested per the recommendations of the geotechnical engineer. supports. „ 1)14 ro Do not backfill against retainingwalls until supporting elements (such as floor framing) are PP 3 - 3" x gage nail Y2 END R x DIM's g. 9 PP 9 F. Provide (3)-2x10 headers over all door and window openings, with one 2x6 3 - 3" 14 gage staple MIN. in place and securelyanchored, or adequate shoringis installed. Concurrent backfillingof SHOWN q trimmer and one 2x6 king stud each end, unless otherwise indicated. Stud to sole plate 4 - 8d common toenail041) Y4„ each side of a free-standing retaining wall to final grades as indicated on plan or section G. At beam bearing locations in stud walls, provide multiple-stud posts equal to 4 - 3" x 0.131" nail " is required unless temporary shoring is installed. width of bearing member unless noted otherwise. 3 - 3" 14 gage staple Y2 FITTED [MATCH (E) h. Verify type of fill with soils engineer and structural engineer prior to backfilling. 2. Interior Load Bearing Walls: COL. & BM. END It DIM's] SIDE It: Y2 x9 x0 -10)12 (V.I.F.) A. Interior load bearing walls are 2x4 or 2x6 studs (as indicated on plan) © 16" 2 - 16d common end nail SIDE It: Y2"xDIM's SHOWN w/ (6)-3/4"0 THRU-BOLTS REINFORCED CONCRETE: 3 - 3" x 0.131" nail V.I.F. o.c. with Y2 gypsum wallboard with #6 x 1Y4 drywall screws at 4" maximum (V.I.F.) u'7 /' p. 3 - 3" 14 gage staple rL CD /,/is Ai a. Concrete design is based on the "Building Code Requirements for Reinforced Concrete" (ACI spacing along panel edges and at 16" maximum spacing along intermediate Double Studs 16d at 24" o.c. face nail !,c\ IV Y4" r 318) as adopted by Chapter 19 of the 2015 IBC. supports at both sides of wall, unless noted otherwise. Cap with a double top J •,\ ®pl 3" x0.131" nail at 8" plate installed to provide overlapping at corners and at intersections with other 3" 14 gage staple at 8" o.c. 6', SHIM �j': Y2"x3)12"xEND �j' DIM. 4 b. Structural concrete shall have a minimum 28-day compressive strength of 3000 psi. partitions. If overlap is not possible, strap top plates with metal strap ties p rL c. Concrete shall be proportioned using Type I-II sulfate-resistant cement. Admixtures Double top plates 16d at 16" o.c. typical face nail 7 /X\ (V.I.F.) N (Simpson ST292 or equivalent). 3" x 0.131" nail at 12" o.c. O> > containing chloride salts shall not be used. - J B. Floor or roof framing members must be aligned to bear within 5 inches of the 3" 14 gage staple at 12" o.c. rL A (E) COL. Z <1 d. Cold weather concreting procedures shall be provided as recommended in the ACI Manual •i L studs beneath. of Concrete Practice. J •,<\ e. Anchor bolts for beam and column bearing plates shall be placed with setting templates. C. Provide (2)-2x10 headers over all openings in wall, with one 2x4 or 2x6 Double top plates 8 - 16d common lap splice J 410 SCALE: 3/4" = 1'-0" rii f. Expansion bolts and epoxy anchors shall be located at a minimum of 6 bolt diameters trimmer and one 2x4 or 2x6 king stud each end, unless noted otherwise. 12 - 3" x 0.131" nail from concrete edge and spaced at a minimum of 10 bolt diameters unless noted D. At beam bearing locations in stud walls, provide multiple-stud posts equal to 12 - 3" 14 gage staple typical face nail otherwise. width of bearing member unless noted otherwise. Blocking between joist or rafters 3 - 8d common toenail 3. Floor Construction: to top plate 3 - 3" x 0.131" nail g. Anchor bolts for wood sill plates shall be placed at 4'-0" maximum spacing with one 3 „ 3 - 3" 14 gage staple STL. BM. PER 1 A. Provide /4 thick APA rated Sturdifloor rated at 24" o.c., tongue and groove, anchor bolt at 12" from each end or corner and a minimum of two anchor bolts per Rim joist to top plate 8d at 6" (152mm) o.c. toenail PLAN ADDITIONAL FRAMING NOT exposure 1. Glue and nail panels to all supports with 8d nails spaced at 6" 3" x 0.131" nail at 6" o.c. SHOWN FOR CLARITY h. Concrete floor slabs shall have sawn or tooled control joints at a maximum spacing of along panel edges and at 12" along intermediate supports. Install sheathing 3" 14 gage staple at 6" o.c. ± 10'-0" in each direction. Locate control joints along column grid lines where possible and with long dimension perpendicular to joists and end joints staggered. Top plates, laps and intersections 2 - 16d common face nail II B. Provide solid blocking between floor joists at all bearing locations. Blocking 3 - 3" x 0.131" nail I provide slab isolation joints around columns. °�� (E) STL. BM. [ 4 1- i. Concrete coverage for reinforcing steel: material shall match the floor joist material. 3 - 3" 14 gage staple iii•�l 14 4. Roof Construction: Continuous header, twopieces 16d common 16" o.c. alongedge .� 1. Concrete cast against and permanently exposed to earth: 3" g A. Provide 5/8 thick APA plywood sheathing rated 40/20, exposure 1. Install �� C 2. Concrete exposed to earth or weather: Continuous header to stud 4 - 8d common toenail (E) STL. COL. 1 / " sheathing with long dimension perpendicular to rafters or trusses and end joints r �1 A. #5 bar and smaller 1 1 23 - 8d common toenail KNIFE I : Y4 x4x0 -5Y2 staggered. Nail with 8d nails spaced at 6" alongpanel edges and at 12" alongRafter to plate „ B. #6 through #18 bar 2" gg P g 3 - 3" x 0.131" nail w/ (2)-3/4 0 intermediate supports. 3 - 3" 14 gage staple II .� 3. Concrete not exposed to weather or in contact with ground: 4 THRU-BOLTS OR WELD SCALE: 3/4" = 1'-0" 1-1 A. Slabs, walls, joists (#11 bar and smaller) 3/4" B. Plywood sheathing shall be applied continuously over the primary roof members Built-up corner studs 16d common 24" o.c. B. Beams, columns 1 1/2" (rafters or trusses) below overframed areas to provide adequate lateral stability. 3" x 0.131" nail 16" o.c. S1 C. Provide wind/seismic anchors at supports for all roof joists and trussed rafters. 3" 14 gage staple 16" o.c. REINFORCING STEEL: See nailing schedule. Joist to band joist 3 - 16d common face nail 2x BLKG. BTWN. D. Provide solid blocking between roof rafters, trusses and lookouts at all bearing 5 - 3" x 0.131" nail I locations. Blocking material shall match rafter, truss chord, or lookout material. 5 - 3" 14 gage staple RAFTERS © BRG., a. Detailing, fabrication and placement of reinforcing steel shall be in accordance with the ACI TYP.5. Wind Bracing: NOTEs: Manual of Concrete Practice. A. Walls over 4 feet long which are sheathed with gypsum wallboard on both facescP C9 b. Except where otherwise noted on the drawings, reinforcing bars shall conform to ASTM For SI: 1 inch = 25.4mm. 2 3/8" x 0.113" nails and 3" x 0.131" nails are standard 8d and 10d Gun nails. . ;-.34, RAFTERS PER and are indicated as shear walls on plan have been designed to resist wind PLAN Specification A615 and shall be grade 60 except ties, field bent bars where permitted by a. Common or box nails are permitted to be used except where otherwise stated. ? forces in accordance with Table 2306.3(3) of the 2015 IBC. note on plan, or bars to be welded, which shall be grade 40. b. Staples shall have a minimum crown width of 7/16 inch. ft NOTCH RAFTER c. At splices, lap bars 44 diameters. Do not weld or use mechanical splicing devices. B. At interior shear walls, screw )12gypsum wallboard with #6 x 1Y4 drywall screws H at 4" max. spacing along wall edges and at 16" max. spacing along AS SHOWN © d. At corners, make horizontal bars continuous or provide corner bars. Around openings and P 9 9 9 P 9 9 til steps in concrete, provide (2)-#5 bars extending2'-6" beyond edge of opening or intermediate supports at both sides of wall, unless otherwise noted. BRG., TYP. P Y 9 P 9 step. CONNECTION SCHEDULE NOTES e. Extend reinforcing steel a minimum of 2'-6" through cold joints. Unless specifically C. Exterior plywood or OSB wall sheathing is required unless specifically deleted by BM. PER PLAN engineer. ©A SIMPSON H3 (4)-10d NAILS located on plan or details, coordinate cold joint locations with engineer. f. Welded wire fabric shall conform to ASTM Specification A-185. Lapwelded wire fabric a EA. RAFTER, TYP. P STRUCTURAL STEEL: © SIMPSON LSSU210 ADDITIONAL FRAMING NOT minimum of one full mesh plus two inches. Laps shall be wired together. CONT. 2x12 STRUCTURAL SHOWN FOR CLARITY g. Epoxy adhesive for reinforcing dowels shall be "Hilti" or "Simpson" or approved equivalent © SIMPSON LSSU410 SUB-FASCIA, SEE PLAN adhesive systems. Minimum embedments, if not specifically indicated on the drawings, a. Structural steel shall be detailed, fabricated and erected in accordance with the most current editions of AISC Specifications and Code of Standard Practice. ©D SIMPSON LBV1.81/11.25 SCALE: 3/4" = 1'-0" shall be according to the manufacturers specifications. b. Structural steel W shapes shall be ASTM A992. Other rolled shapes, including plates and h. Metric bar size conversion table: E© SIMPSON ITS3.56/9.5 METRIC #10 #13 #16 #19 #22 #25 #29 #32 #36 angles shall be ASTM A36. Round or rectangular HSS shapes shall be ASTM A500 grade B. F© SIMPSON ITS1.81/11.88 c. INCH-POUND #3 #4 #5 #6 #7 #8 #9 #10 #11 All bolts used in steel framing shall conform to ASTM Specification A325. Anchor bolts and bolts used in timber connections may be ASTM A307. Bolt sizes shall be 3/4"0 unless © SIMPSON LS70 (1)-EA. SIDE STRUCTURAL WOOD FRAMING: noted otherwise. ©H SIMPSON LSTA18 d. Typical framed beam connections shall consist of pairs of Y4" angles using the maximum a. Except where noted otherwise, all 2" nominal lumber, except studs, shall be Douglas number of 3/4"� bolts called for in Table 10-1 or combination bolts and welds in Table OI NOT USED RSS Fir-Larch #2 and better. designed by b. Studs shall be Stud grade and better Douglas Fir-Larch or Hem Fir. 10-2 of the AISC Manual (Fourteenth Edition). J© JL4x4xY4x0'-5Y2 w/ (2)-3/4"0 THRU-BOLTS EA. LEG OR WELD I-JOIST OR LVL AFS RSS e. Expansion bolts shall be wedge type Hilti or Rawl or "Simpson", ora roved equivalent drawn by Built-up posts shall consist of Douglas Fir-Larch or Hem Fir #2 or better 2x4 or 2x6 P 9 YPPP q HEADER TO MATCH y studs per plan and shall be nailed together with 2 rows of 16d nails © 6" on center along with the following minimum embedments: 0 SIMPSON HU68 OR HUC68 DEPTH OF FLOOR checked by TDH each stud. 1. Y2"0 2Y2" © SIMPSON LUS210-3 \ L J L J JOISTS d. Built-up beams consisting of multiple 2x members shall be nailed together with two rows 2. 5/8"0 3" x issued of 16d nails spaced at 12" on center, or with two rows of 1/2" diameter thru-bolts 3. 3/4"O 4" g SIMPSON IUS1.81/11.88 Q spaced at 24" on center. f. Epoxy anchors called for on the drawings shall be Epcon or "Rawl" or Simpson or © P •N A 56 11.88 ® PERMIT 05/21 /18 e. Top and bottom plates shall be Douglas Fir-Larch or Hem Fir #2 and better. Plates approved equivalent anchor systems. Minimum embedments, if not specifically indicated on © SIMPSON LU210 I J J placed directly on concrete walls or slabs shall be pressure-treated Hem Fir #2. the drawings, shall be according to the manufacturer's specifications. o L o REVISED 10/16/18 f. Wood beams bearing in beam pockets in concrete or masonry walls shall bear on a g. All welding shall be done by an AWS qualified welder. Welds not specifically indicated shall © SIMPSON LUS26 treated 2x6 bearing block. Provide 1/�" clearance around end of wood beam. Block against be 3/6" fillet welds across the full length of the joint. , , r , sides of beam pocket with treated 2x blocking to provide lateral support for beam. h. Delay painting within 3" of field welds until welds are completed. ® SIMPSON U610 OR HU610 g. Beneath solid or built-up columns noted on plans, blocking of area equivalent to column i. Where corrosive soil conditions exist, steel angles that are used to support exterior stone ® SIMPSON LUS46 TYPICAL PLUMBING/MECHANICAL HEADER SCALE: 3/4" = 1 '-0" above shall be provided within floor joist spaces and in wall spaces below. Door or window veneer shall be galvanized and shall be attached to the foundation with galvanized or trimmers consisting of a single stud do not require special blocking in the joist space. stainless steel expansion anchors. 1. ESS NOTED 0 HERWISE, USE THE MAXIMUM NAILING REQUIRED BY THE MANUFACTURER. SEE FRAMING PLANS h. Except as noted otherwise, minimum nailing shall be provided as specified in the j. All grout beneath column base plates and steel beams at bearing shall be non-shrink, 2. ALL LUMBER CONNECTORS IN DIRECT CONTACT WITH PRESSURE-TREATED LUMBER SHALL FOR HEADER SIZE "Fastening Schedule" in the IBC. non-metallic type grout. Grout shall have a minimum compressive strength of 2500 psi. HAVE A SIMPSON ZMAX OR HDG FINISH AND SHALL BE ATTACHED WITH FASTENERS THAT i. Bolts used for wood framing connections shall be installed with standard washers and nuts. ARE GALVANIZED PER ASTM A153. CONTACT ENGINEER FOR ALTERNATE USE OF BARRIER j. Unless noted otherwise, steel connectors such as those manufactured by the Simpson GENERAL REQUIREMENTS: MEMBRANES. PROVIDE A MINIMUM Company shall be used to join rafters, joists or beams to other beams at flush-framed OF ONE KING STUD, conditions. Use all specified nails. Connector conditions not otherwise noted shall utilize a. Structural erection and bracing: The structural drawings illustrate the completed structure OR AS SPECIFIED ON Type U or Type HU hangers of a size specifically designed for the member supported, as with all elements in their final positions, properly supported and braced. The contractor, PLAN sheet shown in the manufacturer's published tables. Contact structural engineer for details as in the proper sequence, shall provide shoring and bracing as may be required during POSTS SPECIFIED ON PLAN required. construction to achieve the final completed structure. Contact structural engineer for INDICATE TRIMMERS ONLY AND k. Wood nailer plates installed on steel beams or concrete walls for top-flange hangers shall consultation (not in contract) as required. DO NOT INCLUDE KING STUDS be ripped to match the width of the wall or beam flange. Nailer plates supporting top b. Shop drawings: Submit shop and erection drawings for structural steel and miscellaneous flange hangers from one side only shall be installed flush with the face of wall or beam steel to engineer for review prior to fabrication. This review is for general compliance with TYPICAL WINDOW/DOOR HEADER SCALE: 3/4" = 1 '-0" flange at the hanger locations. the intent of the structural design. The architect and/or contractor are responsible for checking quantities, dimensions and coordination with other trades. J 0 B #1712- 07