HomeMy WebLinkAboutFile Documents.250 S Original St.0294.2017 (17).ARBK 2x6 RIP TO 4 3/4"DEPTH. GENERAL NOTES SIZES SHOWN FOR STRUCTURAL WOOD FRAMING ARE NOMINAL SIZES. PROVIDE
THOMPSON TOWNHOUSE RENOVATION SOLID BLOCKING BETWEEN ALL JOISTS AND RAFTERS AT SUPPORTS AND
1/2"0 x 4"THREADED STUDS. EXISTING 5/4"PLYWOOD NOTES: 250 SOUTH ORIGINAL NC MINIMUM I X 4 CROSS-BRIDGING AT NOT MORE THAN 8'-0"O.G.BETWEEN
Reviewed by Engineering WELD®Ib'O.BBOTTOOMGROWSS 5D51/4 x 3 a 8"0.0. I.PROVIDE 1 I/2'±NON-SHRINK ASPEN,COLORADO SUPPORTS EXCEPT AS OTHERWISE NOTED. PROVIDE BRIDGING AT NOT MORE
GROUT UNDER BASE PLATES. 14 JULY 2011 THAN 6-0'O.G.FOR STUD WALLS NOT COVERED BY SHEATHING OR WALL
01/23/20n t at thi 11 AM 2.OPTION:4-1/2'S CONCRETE COVERINGS MEETING MINIMUM REQUIREMENTS OF IBC TABLE 23085.11.
��—��'�®-_—®® ®®rt� �— SCREW ANCHORS WITH 4"EMBED A.DESIGN LIVE LOADS CONNECTORS SHOWN ON THE PLANS ARE MANUFACTURED BY THE SIMPSON
"It should be known that this review shall not �/ 11 I. SNOW 100 psf COMPANY. CONNECTORS BY OTHER MANUFACTURERS SHALL BE DEEMED AS
—� PER GENERAL NOTES.
relieve the applicant of their responsibility to �� S 2. RESIDENTIAL 40 psf EQUIVALENT IF THEIR RATED CAPACITY 15 EQUAL TO OR GREATER THAN THAT
complywith the requirements of the Cityof �—� • 3. WIND:BASIC WIND SPEED90 m hOF THE CONNECTOR SPECIFIED. FOLLOW MANUFACTURER'S RECOMMENDATIONS
qCrigmm-41
������ \����—�■I EXPOSURE B p FOR NAILS AND BOLTS. ALL NAILING NOT NOTED SHALL BE ACCORDING TO
Aspen.The review and approval by the City is mini ri„I v■ ■, f �, 4. SEISMIC CATEGORY G TABLE TIE AT OF THE INTERNATIONAL E RINGG CODE. PROVIDE NOTED
offered only to assist the applicant's ■ �1 72 1 H25A TIE AT EACH ROOF RAFTER BEARING CONDITION, UNLESS NOTED
■ r,understanding of the applicable Engineering11' .`jt,. .1, B.DESIGN CODES OTHERWISE. WHEN PRESSURE TREATED OR WOLMANIZED MATERIAL I5
requirements."The issuance of a permit based IIIIIMU/ri ,,MINMV:I' 2 3' 3" 12 1. INTERNATIONAL BUILDING CODE(2015) SPECIFIED, ALL FASTENERS AND CONNECTORS SHALL BE EITHER HOT-DIP
on construction documents and other data shall /w,— -- 2. AOI BUILDING CODE(ACT 318-14) GALVANIZED OR STAINLESS STEEL.
not prevent the City of Aspen from requiring the \ "iTs3. AI5 S EEL DONS RUCTION MAN A (9th EDITION pROVIDE DOUBLE JOISTS UNDER ALL PARTITION WALLS RUNNING PARR LEL TO
•�/ ��l - 4. AITC TIMBER CONSTRUCTION MANUAL(4th EDITION)
correction of errors in the construction "uTs • = JOISTS AND SOLID BLOCKING UNDER PARTITION WALLS RUNNING
documents and other data. NEW EXTENDED EXISTING 2x8 JOISTS C.SPECIAL INSPECTION PERPENDICULAR TO JOISTS,WITH THE FOLLOWING VARIATIONS:
3/4"x T I/4"VL JOISTS CUT-BACK W/HANGER. 4-/2"0 x I INHERE REQUIRED BY THE GOVERNING BUILDING OFFICIAL,FOLLOW SPECIAL
W/HANGER. SEE PLANp H55 COLUMN OR INSPECTION 2015 NON-BEARING WALLS PARALLEL OVER JOISTS: DOUBLE JOISTS MAY BE
SEE PLAN A.BOLTS �, OTHER(SEE PLAN) INTERNATIONAL BUILDINGIL CODE.DEFINED
OWNER SHALL RETAIN THE INDEPENDENT SEPARATED(TO NOT MORE THAN THE JOIST SPACING INDICATED ON PLAN)TO
1 3/4"x 5 1/2'VL ®I'x 3 1/2"x I'-3" INSPECTORS'AS DEFINED BY THE IBC,AND THE GOVERNING BUILDING ALLOW INSTALLATION OF PIPING AND VENTS,PROVIDED THE WALL DOES NOT
FIT BOTTOM TIGHT TO 2-MCl STEEL BEAM SEE m. 1/4 OFFICIAL. EXCEED 10-FEET IN HEIGHT AND DOES NOT SUPPORT CEILING JOISTS. THESE
STEEL FLANGE PLAN. BOLT TOGETHER DOUBLE JOISTS SHALL HAVE 19.LL DEPTH BLOCKING BELOW ALL WALL JAMBS.
ALONG CENTER WEB W/ D.FOUNDATION
CI JOISTS @ MG BEAM 5/8 BOLTS®48"O.G. O BASE PLATE DETAIL BUILDING FOUNDATION PADS HAVE BEEN DESIGNED USING AN ASSUMED NON-BEARING WALLS PERPENDICULAR OVER JOISTS: BLOCKING 15 REQUIRED
MAXIMUM ALLOWABLE SOIL BEARING PRESSURE OF 2000 PSF. FOOTINGS BETWEEN JOISTS BELOW ALL WALL JAMBS. BLOCKING BETWEEN JOISTS ALONG
SHALL BE PLACED ON UNDISTURBED SOIL. SOILS ARE ASSUMED TO BE WALL ABOVE NOT REQUIRED FOR WALLS THAT DO NOT EXCEED 10-FEET IN
®3��=�-O�� I6O"IO •I I/2"='-0" I6O"IO UNIFORM,NON-EXPANSIVE,AND NON-COMPRESSIVE. THE OWNER SHALL RETAIN HEIGHT AND DO NOT SUPPORT CEILING JOISTS. WHERE BLOCKING BELOW WALL
A SOILS ENGINEER TO INSPECT THE BEARING 50IL5 EXPOSED DURING 15 REQUIRED,BLOCKING MAY BE OFFSET TO THE EDGE OF WALL TO ALLOW
STEEL HUE COLUMN EXCAVATION TO VERIFY ASSUMPTIONS AND TO SUBMIT A WRITTEN REPORT. NO INSTALLATION OF PIPING AND VENTS.
SEE PLAN FOOTINGS SHALL BE POURED UNTIL A VERBAL SUMMARY HAS BEEN GIVEN TO
THE STRUCTURAL ENGINEER BY THE SOILS ENGINEER. THE SOILS ENGINEER BEARING WALLS PARALLEL OVER JOISTS: PROVIDE SUPPORT BEAM A5
PLACE TOP PAD a 1/4 IF SHALL ALSO BE CONSULTED BY THE OWNER IN REGARDS TO POSSIBLE INDICATED ON STRUCTURAL PLANS. S.K.PEIGHTAL ENGINEERS
FLUSH TO SLAB FOUNDATION DRAINAGE REQUIREMENTS AND ANY ADDITIONAL CONSTRUCTION WAIVES ANY AND ALL
BASE PLATE I ANCHOR REQUIREMENTS AFFECTED BY SOILS. BEARING WALLS PERPENDICULAR OVER JOISTS: PROVIDE SUPPORT BEAM A5 RESPONSIBILITY AND LIABILITY
T.SLAB
BOLTS.SEE PLAN INDICATED ON STRUCTURAL PLANS. FOR PROBLEMS WHICH ARISE
in T.FOOTING E.CONCRETE FROM FAILURE TO FOLLOW
SEE PLAN CONCRETE HAS BEEN DESIGNED AND SHALL BE CONSTRUCTED IN PLYWOOD THESE PLANS AND THE DESIGN
/2"±NON-SHRINK GROUT ACCORDANCE WITH THE AMERICAN CONCRETE INSTITUTE BUILDING CODE(ACT FOR ROOFS,FLOORS,AND SHEAR WALL SHEATHING SHALL BE APA GRADE INTENT THEY CONVEY,OR FOR
usl TIE-OS). ALL SLABS ON GRADE AND STRUCTURAL SLABS SHALL HAVE A TRADEMARKED GDX WITH EXTERIOR GLUE. LAY UP PLYWOOD WITH FACE PROBLEMS WHICH ARISE FROM
EXISTING DECK TO BE REMOVED GUARDRAIL f�11 MINIMUM COMPRE551VE STRENGTH OF 4000 P51 IN 28 DAYS. ALL OTHER GRAIN PERPENDICULAR TO SUPPORTS AND STAGGER JOINTS. ALL NAILING OTHERS'FAILURE TO OBTAIN
A5 REQUIRED TO PERFORM EXISTING 2x4 WALL ¢ COMMON NAILS;RING SHANKED FOR ROOF AND FLOOR SHEATHING. REFER TO
SEE ARCH SEE ARCH il'i CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI IN AND/OR FOLLOW GUIDANCE OF
WORK.CONTACT STRUCTURAL EXISTING SLAB a TABLE BELOW FOR USE REQUIREMENTS:
ENGINEER FOR REPLACEMENT 0.t� "
- 28 DAYS. ALL CONCRETE SHALL HAVE A MINIMUM OF 2098 FLY ASH CONTENT. S.K.PEIGHTAL ENGINEERS WITH
INDEPENDENT TESTING AND
RS,
100'OD+ BEAR ON 11-III- SEE(PLAN m V \ THE OWNER SHALL ENGAGE A THST REPORTSTPO SEDSEDG E CONCRETE PLACEMENT TO ASSURE THE QUALITY FLAT ROOF THICKNESS
4ATI 8 ICI E INTER RESPECTMBI TO OR CONERRFLICTS
DESIGN AS REQUIRED. . INSPECTING PERFORM SUBMIT ESS SPAN/INDEX EDGE OMISSIONS,INCONSISTENCIES,
T.(E)PLYWOOD FOOTING SHALL OF RATIO NAILING NAILING AMBIGUITIES,OR CONFLICTS
"' OG 8d®12 OC
WHICH ARE ALLEGED.
EXISTING BRICK - I' UNDISTURBED, VIBRATE ALL CONCRETE WHEN PLACED EXCEPT SLABS ON GRADE. ALL SLOPED ROOF 5/8 32/I6 NOHH'OC 8dNI2"OC
II1 -so EXISTING FLOOR(SYSTEM 1.1F� DOUBLE MG BEAM d REINFORNATIVE CEMENT. INDICATED PAD DEPTH REINFORCING BARS SHALL BE ASTM A615-GRADE 60(ASTM A106 GRADE 60 SHEIL OOR AR WALL 3/ RIEN ADS 24/04 8d®U"O 8d®12"OC THESE DRAWINGS ARE TO BE
VENEER. SEE ARCH - TIN SLABS ON GRADE SHALL HAVE CONTROL JOINTS(KEYED OR SAW GUT)AT A 'OC 8daI2"OC USED WITH THE ARCHITECTURAL
1=11
N _ SEE PAD SCHEDULE ON PLAN FOR FOOTING MAXIMUM 12'-0' ON CENTER EACH WAY UNLESS OTHERWISE SHOWN ON PLAN. "OC IOd®12"OC DRAWINGS ON THE PROJECT TO
STRAND BO
CLEARLY DEFINE ALL OF THE
a SEE ARCH SEE PLAN 15 MINIMUM. EXTEND AS REQUIRED TO SHALL BE USED INHERE REINFORCING 15 TO BE WELDED.) NO SPLICES OF REQUIREMENTS FOR
-III- SAWCU7 B.H +T.BEAM REACH ACCEPTABLE BEARING MATERIAL. REINFORCING SHALL BE MADE AND NO WELDING OF REINFORCING SHALL BE ALL EDGES OF 5HEAR WALL SHEATHING SHALL BE BLOCKED. ORIENTED CONSTRUCTION.INHERE
I I III HEADER TIGHT TO RETAIN SOILS ENGINEER TO OBSERVE PERMITTED EXCEPT AS DETAILED OR AUTHORIZED BY THE STRUCTURAL CONFLICTS OCCUR,CONTACT
_ 98-4 1/2" SHEATHING I.
EXCAVATION PER GENERAL NOTES. ENGINEER. LAP SPLICES,INHERE PERMITTED,SHALL BE A MINIMUM OF 44 BAR STRAND BOARD (O55) SHEATHING MAY BE USED AS AN ALTERNATE TO ARCHITECT FOR CLARIFICATION.
1 II A LINTEL L 5x5x5/16 DIAMETERS. PROVIDE CORNER BARS OF EQUAL SIZE AND SPACING AROUND OJECTION PLYWOOD WITH PRIOR APPROVAL OF ARCHITECT AND ENGINEER. ORIENTED
STRAND BOARD(OSB)SHEATHING SHALL COMPLY NOT LESS THAN TYPE M
ALL
PROVIDE 2-N5 BARS WITH A MINIMUM OF 2-0'
d 5531 I/4 x NEW,ROOTING AT EXISTING SLAB ALL ACCESSORIES NECESSARY
ESS RY TO SUPPORT REINFORCING
TOA WRITE ET FOR BDSTITUTION AAPPROVA�PRIOR NTO CONSTRUCTION.INEERE AND i
6 2'FITTED PLATE BSR PROVIDE IF ABOVE LINE 15 NOT
NEW WINDOW/OPENING/ BOTH SIDES OF WEB AT POSITIONS I'THELOEE ON FULL SHEET
LIGHTINELL TO MEET ALL
PE
ING
S
IN
EGRESS REQUIREMENTS tx� 2 •3/4- 16010 ASTM A185. (1/2"LONG ON REDUCED SHEET),
LAP"d"o CORRUGATED METAL PER IRC. SEE ARCH EXC-5 3/16 - ENDS A1ND WIRERE R OIC6E REINFORCEMENT
NCEHOR BOLTS FOR BEAMLAND COLUMN BEARING MICRO-LAM LUMBER BEAMS US 2''AT SIDES AND THIS DRAWING IS NOT TO THE
WINDOW WELL PER ARCH. PLATES SHALL CONFORM TO ASTM A301 AND BE PLACED WITH SETTING VERTICALLY LAMINATED VENEER HEADERS AND BEAMS 1 3/4"THICK CALLED `-'GALE INDICATED.
ATTACH TO EXISTING TEMPLATES. FOR ON THE DRAWINGS AS"ML"ARE AS MANUFACTURED BY THE TRUE-JOIST
0 0 CONCRETE WALL PER ISEE ARCH FOR ALL 71 CORPORATION OF BOISE,IDAHO. MICRO-LAM HEADERS AND BEAMS SHALL BE
MANUFACTURER $ FLASHING,DRAINAGE, CONCRETE FOOTING DESIGN BASED ON COMPRESSIVE STRENGTH OF 2500 PSI. INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS RECOMMENDATIONS. O�yPDD L/OF
E of RECOMMENDATIONS AND WATERPROOFING. WHEN MORE THAN ONE THICKNESS IS REQUIRED,THE MEMBERS SHALL BE �, 'K"p••.�,$+
3/Ib 2 1/2 HOWEVER,PROVIDE AS INDICATED ABOVE. p;'N P
o „�,< 1 FASTENED TOGETHER WITH TWO ROWS OF I6-PENNY COMMON NAILS SPACED 12" ,'.QR,O xA.'Fp
s LL,�--,, � > O.C. •FOR MEMBERS WITH 14"AND GREATER DEPTH,USE THREE ROWS. BEAMS .�LJ�
_GRAVEL SUPPORT a BOTTOM PC SAWCU7 7.SILL F.STEEL :", 25777 �"
OF METAL WELL TO FOLLOW 95'-1 3/4" ,�� CHANNELS SHALL CONFORM TO A36. TUBE COLUMNS SHALL CONFORM TO OF FOUR MEMBERS OR MORE SHALL BE BOLTED TOGETHER WITH TWO ROWS OF 'a
OPTIONAL LOCATION 1/2"DIAMETER THRU-BOLTS a 24"O.G.TYPICALLY UNLESS NOTED OTHERWISE. y 01-22-18 ,a
Aft MANUFACTURER a =ry OF TAB PLATE ASTM A500(GRADE B)LATEST EDITION. ANGLES AND PLATES SHALL per,. 4,
RECOMMENDATIONS ' 1.I CONFORM TO A36. ALL SHOP CONNECTIONS SHALL BE WELDED A5 INDICATED F .•'
T.SLAB (Api ON PLAN. STEEL TO STEEL FIELD CONNECTIONS SHALL BE STANDARD FRAMED VERSA-LAM LUMBER BEAMS ss/ONA1 ECG
44,4 3/4" ti��iu FAQ r,r r,r 7 3"x 9"x 3/Ib"STEEL TAB VERTICALLY LAMINATED VENEER HEADERS AND BEAMS GALLED FOR ON THE
�,„�• ..- iry�I ONE SIDE.SHOP DRILL BEAM CONNECTIONS WITH ASTM A301 BOLTS AND SHALL CONFORM TO ASTM DRAWINGS A5 "VL' ARE A5 MANUFACTURED BY THE B015E CASCADE
-.."�r ,LT• AO.... - �� 1 A301 BEARING-TYPE CONNECTION. STEEL TO WOOD FIELD CONNECTIONS
5/16"0 HOLES FOR CORPORATION OF WHITE CITY,OREGON. VERSA-LAM HEADERS AND BEAMS
ti" ti� , = SHALL BE ASTM A301 BOLTS TO CONFORM WITH ASTM A3O1.ANCHOR BOLTS
-��- -iry�I 4-I/4 x 3"SOS SCREWS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS
SHALL CONFORM TO ASTM A301. STRUCTURAL STEEL SHALL BE DETAILED, S•�• •�
. ��'� ' {,° `3% -���vRECOMMENDATIONS. WHEN MORE THAN ONE THICKNESS IS REQUIRED,THE
ft. -,t om x __ FABRICATED AND ERECTED IN ACCORDANCE WITH LATEST PROVISIONS OF THE MEMBERS SHALL BE FASTENED TOGETHER IN ACCORDANCE WITH THE
RISC MANUAL OF STEEL CONSTRUCTION AND A15G CODE OF STANDARD MANUFACTURER'S RECOMMENDATIONS TYPICALLY UNLESS NOTED OTHERWISE.
-/;%�� m ry 11_I_ PRACTICE. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT OR
ENGINEER FOR REVIEW PRIOR TO FABRICATION. SHOP DRAWINGS SHALL
11 1 II DETAIL EACH BEAM,APPLICABLE CONNECTIONS,LAYOUT,AND BRACING. USE H.ALL EXISTING CONDITIONS MUST BE VERIFIED BY THE BUILDER IN THE FIELD. S K PEIGHTAL ENGINEERS
a a^e as T.(E)SLAB FWOOD OR SIZE 4 COLUMN. SEE PLANTION \auo\ / 6„ / 6„ PROCEDSHALLWELDERS TING THE BE COMPLY WITH
REQUIREMENTS
TYPICAL 1UIJ NOTED'STANDARD QUALIFICATION UNKNOWN AND VARIED COCONDITIONS
S MAY BE FOUND.ARY NOTIFYO THE ENGINEER D, 298 PARK AVENUE UNIT 301
'STRUCTURAL WELDING CODE." ALL ANY STRUCTURAL CONDITIONS FOUND TO VARY FROM THAT INDICATED.
DS
D OTHERWISE. PRIME ALL DESIGN REVISIONS MAY BE REQUIRED,AND ARE EXPECTED AS A PROCESS OF BASALT,COLORADO 81621
a-el 91'-10 3/4' CENTER UNDER STEEL BEAM. STEEL WITH APPROVED PRIMER. TOUGH-UP PAINT AT EXPOSED BOLTS,WELDS, REMODEL WORK. PHONE: (970)927-95I0
V.I.F. PLAN AND ABRADED SHOP PAINT AREAS. DRY PACK OR GROUT FOR BEARING
PLATES SHALL BE SHRINK RESISTANT EMBECO 153 OR EQUIVALENT. I.ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE VERIFIED AGAINST
a � THE ARCHITECTURAL AND DISCREPANCIES SHALL BE BROUGHT TO THE THOMPSOA
SHOP DRILL VERTICAL ITT I-II J 1V
SOL S4 x 3 1/2 HEAD',THE MANUFACT OR APPROVED URERS REQUIREMENTS. INSTALLED IN BOLTS,INHERE APPROVEDS�D ATTENTION OF THE ARCHITECT. TOWNHOUSE
�I REN.
HOLES FOR SCREWS WITH
ENGINEER,MANUFACTURERS
RE SIMPSONEQUIET,SET, EPDXYROVEDADHESIVES OWNHOUSE RED.
PLATES W/5/Ib'0 EXPANSION BOLTS,WHERE APPROVED BY ENGINEER,SHALL BE"WEJ-IT'
R
O WINDOW WELL O STEEL BEAM AT WD COLUMNACCORDANCE J. HE ARCHITECT MUST AUTHORIZE ALL SUBSTITUTIONS. SUCH AUTHORIZATION
•3/4"=I'-0" I60?O 5 ®3"=I 0 6010 WITH DOES NOT RELIEVE THE CONTRACTOR FROM CONFORMANCE WITH THE 250 5.ORIGINAL#G
BEAM TOP ELEVATIONS VL BEAM. SEE PLAN. INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS REQUIREMENTS. DRAWINGS AND SPECIFICATIONS. ASPEN,COLORADO
VARY AT SIMILAR, BEAM CAN BE CONTINUOUS CONCRETE SCREW ANCHORS, WHERE APPROVED BY ENGINEER, SHALL BE K.COORDINATE ALL OPENINGS THROUGH FLOORS,WALLS,AND ROOFS WITH THE
SEE PLAN OR SPLICE ON CENTERLINE SIMPSON TITEN HD ANCHORS,OR APPROVED ANCHOR SYSTEM,INSTALLED IN DATE ISSUE
ACCORDANCE WITH THE MANUFACTURERS REQUIREMENTS. MECHANICAL AND ELECTRICAL CONTRACTORS. BUILDER TO NOTIFY
5:, 3 4I2,� a. I STRUCTURAL ENGINEER REGARDING SIZE AND LOCATION OF ANY PENETRATION 07/14/17 PERMIT
i 3" 4 THROUGH STRUCTURAL SYSTEMS. NO PENETRATION SHALL BE PERFOMREDf/
07/18/17 FRAMING REV.
ENGINEERS i G.STRUCTURAL WOOD FRAMING PRIOR TO STRUCTURAL ENGINES REVIEW. -
- I_- ALL WOOD FOR STRUCTURAL FRAMING SHALL BE KILN DRIED DOUGLAS 10/I1/17 REVISIONS
FIR/LARCH GRADED AS PER LATEST EDITION "NATIONAL DESIGN L.CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED 01/22/18 BUILDING DEPT.
SPECIFICATIONS FOR WOOD CONSTRUCTION" BY THE NATIONAL FOREST d CONSTRUCTION, LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER
mi* L PAPER ASSOCIATION AND WWPA. SQUARE FOOT.
1/2"0 x 3'TITEN HD SCREW t- t t -�
-
ANCHOR a I2"0.0 STRUCTURAL JOISTS(>2X6) NO.2 OR BETTER
M.PROVIDE AN LSTA STRAP AT ALL DISCONTINUOUS WALL PLATES. EXTEND
Fb=900 PSI(x1.15 REP))aCF) Fv=180 P51 E=1600000 P51 STRAP A MINIMUM OF 12'BEYOND INTERRUPTION,EACH SIDE. ANOMALIES MAY
D INCLUDE: STEEL COLUMNS, MECHANICAL PENETRATIONS, CORNERS,
` - - LIGHT FRAMING STUDS 2X4(STUD OR BETTER) LEVEL/SLOPED PLATE TRANSITION,HEAVY TIMBER BACKSPANS,ETC.
(E)FOUNDATION WALL Pb=100 P5I(x1.15 REP) Fcperp=625 P5I Fcpar=850 P5I
SEE PLAN N.THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT
FRAMING STUDS 2X6(NO.2 OR BETTER) THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF
R�SLOT-CUT CONCRETE TO =iv-r 1 r Pb"900 PSI(x1.15 REP) Fcperp=625 PSI Fcpar=1350 PSI CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES
LINTEL 3 PROVIDE BEARING NV / NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH
L 5x5x5/16 BEARING 3/4"±NON-SHRRNK GROUT ��STEEL COLUMN PRESSURE TREATED LUMBER(HEM-FIR NO.2 OR BETTER) MEASURES SHALL INCLUDE,BUT NOT BE LIMITED TO,BRACING,SHORING FOR JCS# I6O'7O
3/16 V Fb=850 PSI(x1.15 REP) Fa=150 PSI E=1300000 PSI LOADS DUE TO CONSTRUCTION EQUIPMENT,ETC. OBSERVATION VISITS TO THE
SEE PLAN
SITE BY THE STRUCTURAL ENGINEER SHALL NOT INCLUDE INSPECTION OF THE TITLE:
I TIMBERSTRAND STUDS (AS MANUFACTURED BY THE TRUSJOIST ABOVE ITEMS NOR WILL THE STRUCTURAL ENGINEER BE RESPONSIBLE FOR THE
j__ CORPORATION OF BOISE,IDAHO) CONTRACTORS MEANS,METHODS,TECHNIQUES,SEQUENCES FOR PROCEDURE OF DETAIL
Fv(STUD)=400 PSI Fv(PLATE)=150 P5I Fb=1100 PSI CONSTRUCTION,OR THE SAFETY PRECAUTIONS AND THE PROGRAMS INCIDENT
Fcpar=1400 PSI Fcperp=300 PSI E=1300000 PSI THERETO. SHEET
ELEVATION 16010 SHEET:
LINTEL BEARING WOOD BEAM/STEEL COLUMN Ci) •I I/2"=I'-O. 16010 CI •3'=I'-0" 16010 S531
RECEIVED
01/23/2018
ASPEN
BUILDING DEPARTMENT