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Plans (2) BUP2016 -00150 GENERAL NOTES: THESE NOTES SHALL STIPULATE THE MINIMUM STANDARDS OF CONSTRUCTION, AND THE DRAWINGS SHALL GOVERN OVER THE NOTES IN ALL MATTERS SPECIFICALLY FRAMING NOTES: CODE INFO rZO O OSSC ) SHEET INDEX STATED. VERIFY CIMENSIONS AND EXISTING CONDITIONS, AND NOTIFY ARCHITECT 1 . ALL EXTERIOR WA_L OPENINGS & 3EARING WALL OPENINGS OR ENGINEER OF DISCREPANCIES BEFORE PROCEEDING. THE CONTRACTOR IS TO HAVE 4 X 12 HEADERS UNLESS OTHERWISE INDICATED. IF RESPONSIBLE FOR SAFE CONDITIONS AT THE JOBS TE, AND FOR TEMPORARY SUPPORT BUILDING BUILT WITH 88)" IN. STUDS USE 4 X 8 HEADERS UNLESS OF THE BUILDING PRIOR TO THE COMPLETION OF THE VERTICAL AND LATERAL LOAD BUILDING INFORMATION CODE PROPOSED AO Cover Sheet & General Info SYSTEMS. ALL WORK SHALL CONFORM TO THE LATEST EDITION OF THE UNIFORM OTHERWISE NOTED ON THE PLAN, RECEIVED lei BUILDING CODE. BUILDING AREA: 740 SIF 1>1 WMAY 0 4 2016 2. ALL EXTERIOR WALLS TO BE BUILT OF 2 X b STUDS @ 16" O.C. OCCUPANCY GROUP: S-1 MODERATE HAZARD Al Foundation , Floor & Roof Plans . WRITTEN DIMENSIONS SHALL HAVE PRECEDENCE OVER SCALED TYPICALLY UNLESS NOTED OTHERWISE. ALL INTERIOR WALLS ARE DIMENSIONS. DO NOT SCALE THE DRAWINGS. CONSTRUCTION TYPE: y_g CITY OF TIGARD Kevin M. Godwin TO BE BUILT OF 2 X 4STUDS @ 16" O.C. TYPICALLY UNLESS NOTED 260 N.W. sundown way THE CONTRACTOR IS RESPONSIBLE TO CHECK THE PLANS AND IS TO TABLE 503 2010 OSSC TYPE -VB: AZ Exterior Elevations BUILDING DIVISION Portland, OR 97229 OTHERWISE. All INTERIOR WALLS SUPPORTING TWO OR MORE slap , O 0725 NOTIFY THE DESIGNER OF ANY ERRORS OR OMISSIONS PRIOR TO THE BASIC ALLOWA3LE AREA : 14,000 SFS 1 t START OF CONSTP.UCTION. OWNER/CONTRACTOR SHALL VERIFY WITH FLOORS AND 1 OR MORE ROOF/CEILING ASSEMBLIES SHALL BE 2 ( - ) 400 SF (MAIN LEVEL) • • kmgdesignst?comcast.net LOCAL BLDG. DEPT. WHICH CLIMATE ZONE THE PROJECT WILL BE BUILT IN. X b STUDS @ 16' 0.C. FOUNDATION CRIPPLE WALLS SHALL BE 340 SF (UPPER LEVEL) A3 B u i Id i i ng Sections and Details FRAMED OF STUDS NOT LESS IN SIZE THAN THE STUDDING ABOVE. 740 $F TOTAL These he� lans arg ril thand are not1Oto be One 1 buildln cop ie in any way without the express WHEN EXCEEDING 4' 0" IN HEIGHT, SUCH WALLS SHALL BE S O Ty p i ca I Stru ct u ra I Notes written retractor i to chel in M. Godwin. DESIGN LOADS: The contractor Is to check and verity FRAMED OF STUDS HAVING THE SIZE REQUIRED FOR AN SPRINKLERED : NO all dimensions on the plans and any existing conditions that are specified BASIC ROOF LIVE LOAD = 25 PSF UNIFORM W/ 15'7o WOOD STRESS INCREASE ADDITIONAL STORY UNLESS SPECIFIED OTHERWISE. in the plans. Report any errors or WIND LOAD = 105 MPH 3 SECOND GUST EXPOSURE B SEISMIC PER IBC MAXIMUM ALLOWABLE STORIES: 3 STORY 2-STORIES c omissions to the designer ,rior to the FOOTING DESIGN BASED ON 1500 PSF SOIL BEARING PRESSURE ASSUMED ALLOWABLE HEIGHT: 50 FEET 21 FEET S l Special Inspections / Testing start of any constucPon. 3. ALL METAL CONNECTORS TO BE "SIMPSON" OR EQUIVALENT, written dimensions shad always have precedence overstated dimensions. FOUNDATIONS: U.N.O. JOISTS HUNG ON FLUSH BEAMS TO BE ATTACHED WITH TABLE 601 FOOTINGS SHALL BEAR ON FIRM UNDISTURBED SOIL OR PROPERLY COMPACTED U210 OR EQUIVALENT. MULTIPLE JOISTS USE U210-2/U1210-3 AS OCCUPANCY AREA SEPARATIONS : NONE (S-1) NONE (S-1) Ll Holdown & Shearwa I I Schedules ENGINEERED FILL PLACED OVER PROPERLY PREPARED SUBGRADES. REQUIRED. USE OF 10d X 1-1/2" NAILS ARE ALLOWED WITH THESE STRUCTURAL FRAME 0 HRS TYPE OF HANGERS UNLESS NOTED ON THE PLANS. SEE NAIL EXTERIOR BEARING WALLS 0 HRS L2 Exterior / Interior Structural Details DO NOT EXCAVATE CLOSER THE 1 1/2 TO 1 SLOPE BELOW BOTTOM OF FOOTINGS. CONVERSION CHART FROM CURRENT SIMPSON CATALOG FOR INTERIOR BEARING WALLS 0 HRS BACKFILL ALL PIPE TRENCH AND OTHER EXCAVATIONS BELOW FOOTINGS AND SLABS OTHER NOTES AND FESTRICTIONS THAT MAY APPLY. INTERIOR BEARING WALLS 0 HRS WITH MATERIAL SUITABLE FOR COMPACTION. NON-BEARING WALLS & PARTITIONS (INTERIOR) 0 HRS ttttittttttttttttttt� COMPACT TO DENSITY OF 95% OF STANDARD PROCTOR DENSITY (AASHTO T-180). 4. PROVIDE DOUBLE JOISTS UNDER ALL WALLS ABOVE, RUNNING FLOOR CONSTRUCTION 0 HRS O PROVIDE 6 INCH ,AINIMUM THICKNESS COMPACTED GRANULAR PARALLEL TO JOISTS AND SOLID BLOCKING BELOW ALL BEARING ROOF CONSTRUCTION 0 HRS CONTACTS BASE UNDER CONCRETE SLAB ON GRADE AND INCREASE WHERE NOTED. WALLS RUNNING PEP.PENDICULAR TO FLOOR JOISTS. TABLE 1004.1 .1 FLOOR AREA ALLOWANCES PER OCCUPANT 5. PROVIDE POSITIVE VENTILATION AT EACH END OF EACH MAIN LEVEL : 4C0 SF / 300 = 1.33 OCCUPANTS O #+ CONCRETE: UPPER LEVEL 34D SF/300 = 1.13 OCCUPANTS RAFTER SPACE AT VAULTED CLG AREAS, AND INSULATION � THE ACI STANDARD SPECIFICATICN FOR STRUCTURAL CONCRETE FOR BUILDINGS BAFFLES AT EAVE VENTS BETWEEN RAFTERS. RAFTER VENTILATION TABLE 1015 - REQUIRED EXITS CITY OF TIGARD DESIGNER U ACI-301 SHALL BE FOLLOWED FOR ALL ITEMS NOT SPECIFICALLY COVERED ON THE IS ALSO REQUIRED AT BLOCKING LOCATIONS ABOVE THE PLATE. MAIN LEVEL : 1.33 < 29 = 1 EXIT REQUIRED ONE EXIT BUILDING DEPARTMENT AND PERMITTING DRAWINGS AND SPECIFICATIONS- UPPER LEVEL 1.13 < 29 = 1 EXIT REQUIRED ONE EXIT KG DESIGNS. PROVIDE FIRE BLOCKING, DRAFT STOPS, & FIRE STOPS AS PER 13125 SW HALL BLVD. 260 NW SUNDOWN WAY co�1J MINIMUM COMPRESSIVE STRENGTH OF CONCRETE SHALL BE: TIIGARD, OREGON 97223 OREGON DWELLING SPECIALTY CODE SEC. R602.8 1 .33 OCCUPAN-S X .2 = 4" INCHES EXIT REQUIRED 36" INCHES (1) 3'-0' DOOR PORTLAND , 97229 2500 PSI FOR FOOTINGS 503-718-2439 Liiiiiiiiiii 3000 PSI FOR WALLS, SLABS AND OTHER CONCRETE 1 .13 OCCUPAN-S X .2 = 4" INCHES EXIT REQUIRED 36" INCHES (1) 3'-0" DOOR 503-201-0725 7. HIPS, VALLEY'S AND RIDGES SHALL NOT BE LESS IN DEPTH THAN MAXIMUM SLUMP SHALL BE 4 INCHES KEVIN GODWIN - kmgdesignsQcomcast.net MINIMUM 5 SACKS CEMENT PER YARD FOR SLABS ON GRADE. THE END CUT OF THE RAFTER. TABLE 1016.1 EXIT TRAVEL DISTANCE S 1 (NONE SPRItJKLERD = 100 FEET MAX) MAIN LEVEL : 22'-8" TRAVEL DISTANCE STRUCTURAL ENGINEER- 0) CONCRETE EXPOSED TO FREEZE/THAW CYCLE SHALL HAVE 5% ENTRAINED AIR. 8. UNLESS NOTED OTHERWISE, POST TO BEAM CONNECTIONS UPPER LEVEL : 25'-4" TRAVEL DISTANCE SIDEWALKS SHALL BE CONSTRUCTED ACCORDING TO LOCAL CODE AND SHALL HAVE REQUIRE "SIMPSON" BC SERIES CAP/BASE (OR APPROVED EQUAL) (SEE PLANS) ROWELL ENGINEERING, INC. TOOLED JOINTS AT 5 FEET MAXIMUM, WITH 1/2 INCH PREMOLDED EXPANSION JOINTS AT CONNECTORS. EXTERIOR APPLICATIONS REQUIRE "SIMPSON" EPB0) co 30 FEET MAXIMUM. SERIES BASES AND INTERIOR GARAGE POSTS REQUIRE "SIMPSON" 10570 SE Washington Street CB SERIES BASES. Suite 212 CONCRETE REINFORCING STEEL: PORTLAND , OREGON 97216 o REBAR SHALL CONFORM TO ASTM A-615 GRADE 60, DEFERRED SUBMITTALS PER SECTION 106.3.4.2. CONTRACTOR TO 503-254-6292 WELDED WIRE MESH SHALL CONFORM TO ASTM A-185. PROVIDE DESIGN DRAWINGS AND CALCULATIONS STAMPED AND SIGNED BY AN TODD ROWELL- toddr@rowelleng.com PLACE AND SECLRE ALL BARS PER ACI STANDARDS, AND MAINTAIN ENGINEER REGISTERED IN THE STATE OF OREGON TO THE CITY OF TIGARD & THE City of Tigard Erosion Control SPACING AND CLEARANCE REQUIREMENTS. ENGINEER OF RECORD.THE DEFERRED SUBMITTAL ITEMS BELOW SHALL NOT BE To Schedule Inspections: INSTALLED UNTIL THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED Call 503 639-4175 i MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMENT AS FOLLOWS: ( ) • Initial inspection: Prior footing I o CONCRETE EXPOSED TO EARTH OR WEATHER Final inspection: , Y No. 5 BAR, W31 OR D31 WIRE, 4ND SMALLER 1 1/2" DEFERRED SUBMITTALS: Prior to fir:,l building lnapw, icn CONCRETE NOT EXPOSED TO EARTH OR WEATHER OR IN CONTACT WITH GROUND ELECTRICAL OR IN CONTACT ✓VITH GROUND: MECHANICAL (NOT APPLICABLE) 0) SLABS, WALLS & JOISTS: PLUMBING NOT APPLICABLE) o 'o y/ CITY OF TTGA" NO. 11 BAR BAR OR SMALLER 3/4" FIRE PROTECTION (EXISTING) REVIEWED FOR CO E COMPLIANCE LAP SPLICE ALL CONTINUOUS BARS A MINIMUM OF 40 BAR DIAMETERS, OR AS NOTED ON ( 2 0 �> Approved: [ DRAWINGS. DOUBLE BARS IN ALL WALLS AROUND OPENINGS. PROVIDE 2'-0" X 2'-0" _ \�� OTC: [ j CORNER BARS OF SIZE AND SPACING TO MATCH HORIZONTAL BARS AT ALL INTERSECTIONS 4"PERFORATED I—I Ptrmit#: OF WALLS AND FOOTINGS. PROVIDE FOOTING DOWELS OF SIZE AND SPACING TO MATCH DRAIN PIPE VERTICAL BARS IF WALLS AND COLUMNS. (=I o =I I ( \\��\��\\ UNDISTURBED Suite WOOD: PERMEABLE FILTER I_ ' I I=I \�j\/ EARTHFABRIC TYPAR 3201' g�; Date: 1� i LUMBER GRADES RAD RAFTERS 4 INCH BE AS FOLLLOWS, EXCEPT #2 GRADE NOTED ON DOUGLAS FIRINGS: cg OR APPROVED EQUAL _ N ' / /\� POSTS & b INCH NOMINAL BEAMS #1 GRADE DOUGLAS FIR CITY OF TIGARD o �� ��� GENERAL FRAMING 4x4 & SMALLER2X6 STUDS TD. ORSTU DOUGLAS R STUD DOUGLAS FIR WASHED DRAIN ROCK _I (=I I / // Approved by Planning Project No. PLATES @ MISCELLANEOUS #2 GRADE DOUGLAS FIR —III— =III—I � Date: &/ q/ I u 14- 103 BLOCKING & NAILERS #3 GRADE DOUGLAS FIR Initials: PLATES & SILLS ON CONCRETE PR. TR. DOUGLAS FIR — — — ---- PROVIDE SOLID BLOCKING FOR JOIST AND RAFTERS AT ALL BEARING WALLS AND LU Downspout Dispersion Trench OFFICE COPY Drawn By BEAMS. PROVIDE BRIDGING AND FIRESTOPPING AS REQUIRED BY CODE. Arre KMG ROOF, WALL AND FLOOR SHEATHING SHALL BE APA RATED SHEATHING EXPOSURE 1 ORIENTED STRANDBOARD OR EXT-1 CDX PLYWOOD. SEE DRAWINGS FOR PANEL Revisions INDEX, INSTALLATON, AND NAILING REQUIREMENTS. NAILING INDICATED ON DRAWINGS • PROPOSED • •ABLDG.TO BE WITH COMMON NAILS. LOCATION ° • • • fws trrar r NAIL ALL MEMBERS WITH MINIMUM NAILING TO CONFORM TO TABLE #23-II-B-1 OF THEg • • (SCHOOL UBC AND INCREASE WHERE INDICATED. FASTENERS AND HANGERS NOTED ON THE OPERATOR) ark 4y DRAWINGS ARE MODEL NUMBERS OF "SIMPSON STRONG-TIE COMPANY, INC." AN D MAYLIJFACILITIES Ttc and BE REPLACED WITH EQUIVALENT MODELS BY OTHER COMPANIES HAVING EQUIVALENT PROJECT zit PROPERTIES AND STRENGTHS. INSTALL ALL CONNECTORS IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS WITH NAILING IN ALL AVAILABLE HOLES. /� CUTTING OR NOTCHING OF BEAMS, JOISTS, RAFTERS AND COLUMNS NOT ALLOWEDSOCCER FIELD LOCATION Osweg WITHOUT PRIOR APPROVAL. JOISTS AND RAFTERS MAY HAVE A CIRCULAR HOLE NOT SuiCountr r4 I t EXCEEDING 15% OF DEPTH DRILLED AT CENTER OF MEMBER. STUDS IN BEARING Mountain Waluga WALLS MAY BE NOTCHED NOT EXCEEDING 25% OF DEPTH AT TOP AND BOTTOM 1/5 OF 'l) ;,irk Fast HEIGHT OR MAY HAVE A CIRCULAR HOLE NOT EXCEEDING 1/3 OF MEMBER DEPTH DRILLED AT CENTER AT ANY HEIGHT. CONNECT • NEW STORM MANUF. DESIGNED WOOD TRUSSES/JOISTS: DISPERSION TRENCH l:4�cak f��rk WOOD TRUSSES SHOWN ON DRAWINGS SHALL BE DESIGNED BY THE MANUFACTURER TO • to ret d ,, RESIST THE LOADS INDICATED IN THE DESIGN LOADS SECTION PLUS ADDITIONAL t ,rrtt st+ (D NG TRENCH SUPPORTED LOADS, ACCORDING TO ACCEPTED METHODS AND STRESSES AS APPROVED SEE DTL, ON r, Browns BY ICBO. PROVIDE A MINIMUM OF FOUR SETS OF SHOP DRAWINGS FOR REVIEW AND SUBMITTAL TO THE BUILDING DEPARTMENT BEFORE FABRICATION. MANUFACTURER ?�;aFerry Park N iat tt >M SHALL INDICATE ALL NECESSARY INFORMATION ON ERECTION AND BRACING TO f PROVIDE FOR A SUITABLE INSTALLATION. LO _,wr 6, N DRILLED ANCHOR BOLTS: MECHANICAL ANCHORS IN CONCRETE: THREADED ROD PORTION OF ANCHOR SHALL CONFORM TO ASTM A307 OR GREATER CAPACITY. INSTALL IN ACCORDANCE LI I WITH MANUFACTURER'S RECOMMENDATIONS. MINIMUM DEPTH OF EMBEDMENT SHALL CONFORM TO MANUFACTURERS REQUIREMENTS BUT SHALL NOT BE LESS Ak THEN 4.5 BOLT DIAMETERS WITHOUT PRIOR APPROVAL. WHERE CLOSE TO EDGE OF NORTH CONCRETE ORIENT BOLT SO THAT WITHOUT PRIOR APPROVAL. WHERE CLOSE TO EDGE CONCRETE ORIENT BOLT SO THAT EXPANSION FORCE DOES NOT OCCUR TOWARD FR PLOT PLAN VICINITY MAP n FREE EDGE. APPROVED PRODUCTS INCLUDE: HILTI KWIK-BOLT, RED HEAD WEDGE ANCHOR, USE SUP-R-STUD, AND OTHER PRODUCTS WITH SIMILAR ICBO APPROVED VALUES. 1 if =20 1-011 W a. A3 TYR 3 A3 TYR DOOR SCHEDULE EXT °� - - - Tn- 000R DOOR SIZE DOOR FRAME REMARKS Al I I o N TYPE LOCATION HARDWARE PUN WIDTH HEIGHT THICKNESS TYPE RATING MATERIAL GLASS FINISH MATERIAL FINISH ! I 4 w NEW ROOF VENTS 1 A CANOPY SPRING LOADED DOOR 10'-0"" 7'-0" 1 3/4" A - ALUM - PAINT ALUM WHITE 2,3,4 (CONTRACTOR TO SPEC.DOOR TYPE) p A9 j 1 I 49 SQ. IN. EA.AT NEW w / aROOF AREAS-TYP. 2 B SINGLE 6QQR 314, T-0" 3/4" B STEEL PAINT STEEL PAINT 2 3.4 2 Kevin M. Godwin 260 N.W. Sundown Way 1. PROVIDE EXTERIOR DOOR SWEEPS AND TOP DRIP EDGE AT ALL SINGLE DOORS. HARDWARE SET'A' OVERHEAD DOOR) HARDWARE SET'B' (STOREROOM DOOR} � 1•_p- 1tp•� Portland, OR 97229 2.CANOPY METAL DOOR TO BE STEEL AND LOCKABLE- INSTALL PER MANUF. RECOMMENDATIONS. (1) W CATHER STRIPING {ALL SIDES) IX"PR. FBB 191 412"X 4Y2" NRP 630 STANLEY Q (503)201-0725 1>1 1 .60 61100 3.KEY LOCKS TO MATCH ALL DOORS-CONFIRM WITH SCHOOL DISTRICT MAINT.DEPARTMENT. (1)TURN HANDLE& LOCK ON OUTSIDE DOOR 1 LOCK 93K-7D-15D-S3 BEST O 6 8 krngdesignsaconrcast.net 4.PROVIDE (6)SETS OF KEYS TO THE SCHOOL DISTRICT MAINT.DEPARTMENT (IF NOT OPERBLEBY POWER) 1 WEATHERSTRIP S88 PEMKO w Al 0 I These lana are for the construction of 1 THRESHOLD 171-A PEMKO One Mans only and are not to be 1 DOOR BOTTOM 31SCN PEMKO SIM. A cop in any way without the express 1 DOOR TOP 346C PEMCO I 1 written permission of Kevin M. Godwin- Lu METAL GUTTERS& The contractor is to check and verity 1 DOOR LOCKS D SERIES SCHLAGE all dimensions on the plans and any DOWNSPOUTS existing conditions that are specitied SEE DOOR SCHEDULE ! 5 in the plans. Report any errors or CANOPY DOOR Al omissions to the designer prior to the ASPHALT ROOF start of any constucon. SEE DOOR I Writtendimensions shall always have CHEDUL II SHINGLES precedence over scaled dimensions- SINGLE DOOR SINGLE DOOR TYPE A TYPE B ' B LOWINE DOOR TYPES - EXTERIOR Y4" = 1'-0" I i EXTERIOR WAL14 L - - - - O O SEE FLOOR PLAN AND 2 I °z STRUCT FOR FRAMING EXTERIOR I p NTERIOR I r i VERT. OR LAP SIDING Q m SIDING EXTERIOR I �J SEE EXTERIOR ELEVATIONS O 2 (STUCCO @SIM) I U CORNER TRIM ROOF PLAN • O ` BUILDING WRAP I Q - ' CONT, BACKER ROD w� 3 Y4 1 0 WITH SEALANT DOOR BOTTOM TRIM BOARD ICU SHEET METAL FLASHI WITH SWEAP SHIM AS REQUIRED 2`-0" U) FINISH TO MATCH FRAME �i THRESHOLD WITH WEATHERSTRIP FLOOR SLAB STOP MOULDING—,, 5f0 x 50 SLDR. o d SEALANT SET IN CONT. BED (' J OF SEALANT I N a Z s — o,o FFE = 109.00' § � Vl = N HOLLOW v ° METAL FRAME � 5 ;o rr FL FUR. i (DATUM = 100.00) n` EXTERIOR NTERIOR FLOOR SLAB Ve> _____________ pJ� o SPRING LOADED NTERIOR DOOR & HDWR. 8'-0"LONG FLOUR, LIGHT _--- ----_ 'PEMKO'OVERHEA C o� a ryy I RAIN DRIP DOOR ACn WOOD JAMB 1 �I EXT. DOOR THRESHOLD TYP. DOOR JAMB (CANOPY) -B'o"LONGFLOU LIGHT W� TYPICAL DOOR HEAD (JAMB SIM . ) 5 4 ( ________ ____J qI v qI 3 1 0 3 , _ 1 �" 3" _ 1'-0" 2 - - I A3 1 I o I � t� 4 x 4 RAILING POST(NOTCH MAX 1Y") L- 8' CIO - LONG FLOUR,LIGHT J I o� BOLT THRU 2x RIM JOISTS I t I uJ ■ 2 x 4 TOP RAILING Q I Fo 2 x 6 FRONT GUARDRAIL(FLUSH) U ` A3 I W \J 2 x 2 PICKETS (4" MAX CLEAR) (PRE-FAB HANDRAIL ACCEPTABLE ) 2 x 6 DECKING `\ 1'-6" !01 5 I SLDI R I I I Q � 11 1 1 I 1 1 1 Al 4" m2x � � UPPER FLOOR PLAN Project No. Y4" = 1'-0" - ,5�� 14 103 m m 1 � 2 aro x Oro SLDR. Drawn By o KMG ® I> �` �2 Revisions 0 2x12 2x12 / I o REVISED 11-15-2015 t�7 1 L w1 8'-0"LON FLO .LIGHIT O m 1 -- 7^7 <[1 4 X 4 RAILING POST(NO NOTCH) ( cc BOLT THRU 2x RIM JOISTSLuj 2 n r y a1 DOUBLE 2x12 A ---- -`----� I Q NLIGHT ATTACH TO STAIR STRINGERS - J¢; � FLOUR_ J , o L D I WITH SIMPSON ADJ. HANGER " IT I . I f 4 x 4 PT POST ON (3)2x12 �! �� _____ __ ___ A3 PT STRINGERS I 8'-0"LONG FLOUR.LIGHT Q � � I 18" DIA x 12" CONC. FTG. L-------------J I CONNECT WITH SIMPSON x J 4 I " '42 T (TOP)ACR4 MAX E : FFE = 100.00' I ' 1 O (BOTT) CBS44 ryY (DAtUM = 10000) IN OR EQUIV. (� @ 0 i L0 ® i N WALLS : 2 x 6 (WOOC STUDS) @ 16" (D.C. 1 e 1 i L L Al W EXTERIOR SIDING: TI-11 (PRIME & PAINT 2 COATS) L _ _ _ _ _E _ _ () INTERIOR :Y2" PLYWOOD. (VERIFY) L� 12"x 12" CONT. A21 17*-0" 1 -6" CONC. FTG STAIR / RAILING SECTION & DETAILS O DOORNUMBER - SEEDOORSCHEDLILE 2 MAIN FLOOR PLAN A „ _ -0” w 4 a SECURITY LIGHTING (TYP.) Kevin M. Godwin 260 N.W. Sundown Way Portland, OR 97229 (503)201-0725 kmgdesigns aacomcast-net 17'-0"A.F.F. 11PPERLEVELCLQ. These pplaris are for the construction o - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - One (t building only, and are not to be coVinany way without the express written permission of Kevin M. Godwin. The contractor is to check and verify all dimensions on the plans and any s! existing conditions that are specified in the plans. Report any errors or \ omissions to the designer Prior to the start of any constuctton. METAL OR SOLID Written dimensions shall always have precedence over scaled dimensions. CORE WOOD DOOR PRIME & PAINT - TYP. 9'-0" A.F.F. 13 NL I I I I I I +_UR ER LEVEL ELR.. - _ _ _ — _ _ - LOWER LEVEL CLG. . �. 3'-0" , EL METAL OR SOLID CORE WOOD DOOR Vco PRIME & PAINT - TYP. 0'-0" A.F.F. FIN_ FLOOR ELEV. _ _ co 4 LEFTSIDE ELEVATION (SOUTH ) 3 RIGHTSIDE ELEVATION (NORTH) mr O Y4 - 1 -0Ya - 1 -0 ♦ ^ � U Cts cu ASPHALT SHINGLES ON 30 At FELT ON L PLYWOOD. - TYP. SECURITY LIGHTING ■ METAL 'Z' FLASHING (TYP.) METAL DOWNSPOUTS AND GUTTERS WITH CONCRETE SPLASHBLOCKING AT 5 1r ?- ALL LOCATIONS - TYP. 125 17'-0" A.F.F. _ WPPER LEYEL_Q G._ ProJeCt No. TTI-1 1 YP. SIDING - PRIME AND PAINT 14-103 CEDAR RAILING WITH 2 x 2 BALUSTERS Drawn By KM G r- Revisions m M REVISED 11-15-2015 9'-0" A.F.F. _*.UPPER1_EYELELR. - - - - - - - - - - - - - — 'r - LOWER LEVEL CLG. 2 x 12 TRIM BD. _ - -- --------- METAL SPRING -_. LOADED CANOPY --=--=----=-==-_-_-__-=== DOOR - _ w ------------------ - --------- - ------- -- 0'-0" A.F.F. FIN. FLOOR ELEV.— Y t N r 2 X" X" = V-0. REAR ELEVATION (WEST) FRONT ELEVATION (EAST) W A W W CL EXTERIOR WALL __ METAL FLASHING - 2 x 2 METAL TRIM �. 2x BLK'G. ROOFING MAT.WITH VAPOR BARRIER ON y" PLYWD. 1x2 CEDAR TRIM 2 x4 TRUSSES @ 16"OIC PROVIDE SIMPSON CLI"S AND 2x BLKG. 2x VERGE BOARD — (TOP 8 BOTT.)WITH Ya" X 1 Y2" LONG Kevin M. Godwin SCREWS. ALIGN CLIPS AND TRUSSES 280 N.W. Sundown Way ON OUTSIDE WALL STUD FRAMING FOR FRAMING Portland, OR 97229 01-0725 BEARING. SEE STRUCTURAL kmgdesigns@comcast.net 12 These .bti dYill onlyhand a_re no to be 12 lSo written permission without 'Ke n M Godwin. The contractor is to check and verify all dimensions on the plans and any existing conditions that are specified in the plans. Report any errors or METAL FLASHING! SIDING(TI-11) omissions to the designer pnor to the 1x CEDAR FASCIA BD. start of any constuction. TJI'S Writtenshall FRAMING recddenovecale ASPHALT SHINGLES(COMP.) 30#FELT BUILDING PAPER 112"PLYWO.SHEATHING 2x4 TRUSSES @ 24'O.C.(TYP.) 3'-0" T1-11 SOFFIT LID 3 TYP . RAKE 12 5 (VERIFY) %4" = 1'-0" 2 x SOLID BLK'G W(3)-2"DIA. SCREENED VENT HOLES @ EVERY(3RD)TRUSS ■ 4 SHED ROOF 17'-o"A.F.F. SIMPSON"H2.5 SEISMIC CLIPS UPPER LEVEL CLG. 1'-0•' G.1.GUTTER ON 2 x 8 FASCIA LL CD CU 12 12 Mr 5 50UPPER LEVEL -i-a (un-heated) SEE STRUCTURAL PLANS FOR 17'-0"A.F.F. ADDITIONAL INFORMATION ♦�+ UPPER LEVEL CLG. T1-11 SIDING-PAINT 15#BUILDING PAPER(OR TYVEK) 2 x 4 STUDS @ 16"O.C. 9'-0"A.F.F. UPPER LEVEL T UPPER LEVEL FLR. TJI'S @ 24.0/C (un-heated) 8'-0"A.F.F. I SEE STRUCTURAL PLANS FOR LOWER LEVEL CLG. BO ADDITIONAL INFORMATION 3'-0" Project No. PROVIDE METAL 'Z' FLASINGAT SIDING INTERSECTIONS- PROVIDE BLOCKING 14-103 BEHIND-TYP. OL 9'-0"A.F.F. Drawn By UPPER LEVEL FLR. 8 _ LOWER LEVEL '-0"A.F.F. KMG LOWER LEVEL CLG. C (un-heated) Revisions 2 x 2 CEDA R CORNER BOARDS CANOPY GARAGE DOORW/VULKE CAULK'G- TYP \ 1 1 SIDING-PAINT (INSTALL PER MANUF. SPECS.) \ � \ 3•_e," 15#BUILDING PAPER(OR TYVEK)2 x 4 STUDS(g 16"O.C. 2 x 6 P.T.. MUDSILL W/112"dia A.B. @ 48"O.C. MIN. OF(2)PER LOWER LEVEL \ \ \ PLATE EL@2THIN.EA.WAYNY ER � J #3 DOWEL @ 24"O.C.EA.WAY Q (2)#3 RE BAR CONT.@ BTM.OF FTG. 4 oa (un-heated) 4"CONC. SLAB W16x6-W1.4 x W1 A WWF OR#3 BARS @ 24"O.C. EA.'NAY ON 2" to 0'-0"A.F.F. FIN.SLAB " T" r V-0 A.F.F. V \ \\ �\ \ tD N FIN.SLAB :' / .�,/\.�j\!/\//` 1 ''%� . lj . � ! �.� � �C ✓, � � �C J. . �l,�� ��l , � ,�' , .• ,v UNDISTURBED SOIL �— "L� 1 k#3 W C� 'G TYPICAL BUILDING SECTION 1 TYPICAL WALL SE TION � A3 W DESIGN STANDARD: 2006 INTERNATIONAL BUILDING CODE CA51-IN-PLACE CONCRETE NON-SHRINK GROUT LIGHT GAUGE STEEL FRAMING DE51GN CRITERIA L PROVIDE CONCRETE MATERIALS, FORM WORK, MIXING, PLACING AND 1. CONFORM WITH AISC/ASTM C 1107 AND C.R.D,-621, CORPS OF 1, CONFORM WITH AISI "SPECIFICATION FOR THE DE51GN OF COLD-FORMED 1. DESIGN LIVE LOADS FOR NEW CONSTRUCTION UNO: CURING ACCORDING TO AGI 3011 "STANDARD SPECIFICATION FOR ENGINEERS "SPECIFICATIONS FOR NON-SHRINK GROUT®. STEEL STRUCTURAL MEMBERS" FOR FABRICATION, ERECTION AND A. LIVE LOADS: STRUCTURAL CONCRETE', 2, SPECIFIED 28 DAY COMPRESSIVE STRENGTH: 5000 PSI, IDENTIFICATION OF LIGHT GAUGE STEEL FRAMING. ROOF 20 PSF MINIMUM ROOF LIVE LOAD (REDUCIBLE ACCORDING 2, CONCRETE MIX DESIGNS: 3, DO NOT PRE-GROUT BABE PLATES. 2. MATERIAL: I a TO IBC REQUIREMENTS) MIX LOCATION Ve- MAX AIR FLY TARGET COARSE STRUCTURAL STEEL A. 12, 14 AND 16 GAUGE MEMBERS: ASTM A 446 GRADE D (FY = 50 KSI) 2. DESIGN LATERAL LOADS FOR NEW CONSTRUCTION UNO: DESIGN (P51) W/C (%) ASH SLUMP ACG. B. 18 GAUGE AND LIGHTER MEMBERS: ASTM A 446 GRADE A {FY = 33 KSI) A. WIND: 105 MPH (3 SECOND GUSTS), EXPOSURE B NO. RATIO (LB/C.Y.) (IN) SIZE 1. FABRICATE, ERECT, IDENTIFY AND PAINT STRUCTURAL STEEL ACCORDING TO C. 18 GAUGE OR 20 GAUGE MEMBERS AT SHEAR WALLS: ASTM A 653 SQ, Krz = 1,2 K� = 0.75 Iw I.0 Kz = 0.7 AISC SPECIFICATIONS, GRADE A (FY = 33 KSI) Kevin M. Godwin I FOOTING 3000 0,58 -- 80 4 1-1/2 2. MATERIAL: 3. MEMBERS: TYPES AS DESIGNATED BY THE METAL STUD MANUFACTURER'S 260 N.W. Sundown Way B. 5E15MIC: SDS - 0.243, SEISMIC 501L 51TE CLASS... D Portland, OR 97229 2 INT. S,O.GRADE 4000 0.45 -- 80 4 I-1/2 A. WIDE FLANGE SHAPES: ASTM A 992; OR ASTM A 572, GRADE 50, ASSOCIATION MSMA . SEE DRAWINGS FOR SIZES. SEISMIC DESIGN CATEGORY: D ( ) tsos?2ot-a72s R a 5 (SPECIAL MASONRY SH£ARWALL) Ir-o = 3 EXT. S.O.GRADE 4000 0.45 5 80 4 I-I!2 CONFORMING WITH AISC TECHNICAL BULLETIN 3, A. TYPICAL STUDS: IC SI25 9 5 I ( ) km deli ns comcast.net 3. CONCRETE MIX PROPORTIONS: B. ANGLES, T££5, CHANNELS AND PLATE: ASTM A 36. B. SHEAR WALL STUDS: XC(51b2) GENERALA. PROPORTION ACCORDING TO AGI 318 "BUILDING CODE REQUIREMENTS C. STRUCTURAL TUBES: ASTM A 500, GRADE B, FY = 46 K51. C. STUD WALL TRACKS: IU 7'25 These plans are for the construction of D. STRUCTURAL PIPE: ASTM A 53 GRADE $ TYPE E OR TYPES ( ) One (1 building only, and are not r be 1. THESE STRUCTURAL NOTES ARE A SUPPLEMENT TO THE SPECIFICATIONS. FOR STRUCTURAL CONCRETE" D. JOISTS: EJ (UN-PUNCHED) (5200) ri t n any way without the express 2. SPECIFICATIONS AND CODES REFERENCED IN THESE NOTES ARE THE FT 35 K51. written permission of Kevin M. Godwin. B. PROVIDE TARGET SLUMP AT POINT OF PLACEMENT +/- 1%. 4. MEMBER CONNECTIONS: The contractor is to check and verify VERSIONS M057 RECENTLY ADOPTED BY THE PERMITTING AUTHORITY. E. HEADED STUDS AND SHEAR CONNECTORS: all dimensions on the pians and any C. SUBMIT MIX DESIGNS WITH COMPLETE STATISTICAL BACKUP FOR CONNECT MEMBERS WITH SELF-DRILLING SCREWS, existing conditions that are specified 3. VERIFY DIMENSIONS AND CONDITIONS WITH THE ARCHITECTURAL GOLD-DRAWN BAR STOCK CONFORMING WITN ASTM A 108, in the plans, Rep ort any errors or REVIEW. CONNECT MEMBERS WITH WELDS: omissions to the designer .nor to the DRAWINGS. FIELD VERIFY DIMENSIONS AND ELEVATIONS RELATIVE TO THE GRADES 1010 THROUGH 1018 INCLUSIVE. start of an constuc on. 4. SAMPLING AND TESTING OF CONCRETE: A. CONFORM W[TH AWS WABO SPECIFICATIONS FOR LIGHT GAUGE METAL y EXISTING STRUCTURE PRIOR TO FABRICATION OF MATERIALS. 3, CONNECT ALL MEMBERS WITH 5EMl-FINISHED MACHINE BOLTS ASTM A 307 Written dimensions shall always have 4. FOR FEATURES OF CONSTRUCTION NOT FULLY SHOWN PROVIDE THE SAME A. MEASURE COMPRESSIVE STRENGTH ACCORDING TO 28 DAY LABORATORY GRADE A U.N.O. ON DRAWINGS, WELDING. TOUCH UP WELDS WITH ZINC-RICH PAINT. precedence over scaled dimensions. TYPE AND CHARACTER AS SHOWN FOR SIMILAR CONDITIONS, SUBJECT TO CURED CYLINDERS. 4. CONNECT ALL MEMBERS WITH HIGH-STRENGTH BOLTS. B. CERTIFY WELDERS ACCORDING TO AW5 SPECIFICATIONS FOR LIGHT B. SAMPLE AND TEST CONCRETE ACCORDING TO APPLICABLE ASTM GAUGE METAL WELDING. REVIEW BY THE ARCHITECT AND STRUCTURAL ENGINEER OF RECORD. A. HEARING TYPE CONNECTIONS (TYPE N): SPECIFICATIONS. G. WELDING ELECTRODES: E60XX. 5. APPLY, PLACE, ERECT OR INSTALL ALL PRODUCTS AND MATERIALS IN I, PROVIDE ASTM A 325, TYPE N BOLTS AT ALL LOCATIONS NOT G. PROVISIONS OF ACI 318, CHAPTER 5, TO GOVERN ACCEPTANCE OF S. PROVIDE ALL ACCESSORIES INCLUDING, BUT NOT LIMITED 70, TRACKS, ACCORDANCE WITH THE MANUFACTURERS INSTRUCTIONS. NOTED ON DRAWINGS AS TYPE SC. 6, ADEQUATELY BRACE STRUCTURE AND ALL STRUCTURAL COMPONENTS COMPRESSIVE STRENGTH TEST RESULTS. 2. PROVIDE HARDENED WASHERS CONFORMING TO ASTM F 436 UNDER CLIPS, WEB STIFFENERS ANCHORS, FASTENING DEVICES AND OTHER D. TEST A MINIMUM OF 1 CONCRETE TEST CYLINDERS FOR EACH 100 CU. ACCESSORIES REQUIRED FOR A COMPLETE INSTALLATION. AGAINST WIND, LATERAL EARTH AND SEISMIC FORCES UNTIL THE ELEMENTS TO B£ TIGHTENED. PROVIDE NUTS CONFORMING TO YARDS OR EACH DAY OF POUR FOR EACH CONCRETE STRENGTH. b. PROVIDE END BLOCKING WHERE JOIST ENDS ARE NOT OTHERWISE PERMANENT LATERAL-FORCE RESISTING SYSTEMS HAVE BEEN INSTALLED. ASTM A 563. 7. PERMANENTLY ATTACH FIRST FLOOR TO WALLS OR SHORE WALLS PRIOR TEST (1) CYLINDER AT 7 DAYS AND (2) CYLINDERS AT 28 DAYS. 3. TIGHTEN TYPE N BEARING BOLTS TO A SNUG TIGHT CONDITION. RESTRAINED FROM ROTATION. 5. JOINTS: 7• LOCATE JOISTS DIRECTLY OVER BEARING STUDS, U.N.O. TO BACK-FILLING AGAINST STRUCTURE. B. FRICTION TYPE CONNECTIONS {TYPE SC): A. CONSTRUCTION JOINTS BETWEEN FOOTINGS AND WALLS COLUMNS OR 8, DO NOT SPLICE AXIALLY LOADED STUDS, 8. THE PERMANENT LATERAL BRACING OF THE STRUCTURE 15 PROVIDE BY i. PROVIDE ASTM A 325 LOAD-INDICATING BOLT ASSEMBLIES. THE STRUCTURE UNTIL ALL GYPSUM WALLBOARD HAS BEEN APPLIED AND PILASTERS AND THE SLABS THEY SUPPORT AND WALL CONSTRUCTION INSTALL ACCORDING TO MANUFACTURER'S RECOMMENDATIONS. q• ATTACH EACH FLANGE OF STUDS TO FLANGES OF BOTH UPPER AND LOWER JOINTS: ROUGHEN CONTACT AREA TO A FULL AMPLITUDE OF TRACKS. GYPSUM WALLBOARD. PROVIDE ADEQUATE TEMPORARY LATERAL BRACING Of , 2. IN LIEU OF LOAD-INDICATING BOLTS, PROVIDE STANDARD TYPE APPROXIMATELY I/4 LEAVING THE CONTACT SURFACE GLEAN AND FREE 10, FIT METAL STUDS TIGHTLY INTO TOP AND BOTTOM TRACKS AT BEARING FULLY NAILED. ASTM A 325 SG BOLTS (CLASS A) WITH LOAD-INDICATING OF LAITANGE WALL CONSTRUCTION. END GAPS ARE NOT ALLOWED. 9. PROVIDE BLOCKING BETWEEN STUDS (OR OTHER MEANS OF BRACING) AT WOOD WASHERS, WASHERS TO CONFORM WITH ASTM F 959. � BEARING WALLS TO PREVENT STUD BUCKLING PRIOR TO INSTALLATION OF B. CONSTRUCTION JOINTS KEYWAYS PROVIDE WHERE SHOWN ON DRAWINGS. 3, FULLY TENSION TYPE SC BOLTS, QUALITY ASSURANCE PROGRAM FOR LATERAL FORCE RESISTING SYSTEMS ■ �■ GYPSUM WALLBOARD. C. SUBMIT LOCATIONS AND DETAILS OF PROPOSED CONSTRUCTION JOINTS 4. REMOVE ALL PAINT AT FRICTION BOLT CONTACT SURFACES, OR 1. THE LATERAL FORCE RESISTING SYSTEM (CRFs) RESISTING SEISMIC NOT DETAILED ON THE DRAWINGS FOR REVIEW. 6. DO NOT PLACE t '1 �./ 10. IT IS THE CONTRACTORS RESPONSIBILITY TO SHORE UP THE EXISTING PROVIDE GLASS A CONTACT SURFACE, # WIND FORGES CONSISTS OF (MASONRY SHEAR WALL 4 STEEL DECK STRUCTURE BEFORE THE PERMANENT STRUCTURE IS IN PLACE. NOTIFY THE "CONCRETE ON FROZEN GROUND. C. INSTALL HIGH-STRENGTH BOLTS ACCORDING TO ASTM STANDARDS. DIAPHRAGM). ENGINEER OF AND DISCREPANCIES BETWEEN THE FIELD CONDITIONS AND THE 7, CHAMFER EXP05ED CORNERS 3/4", UNO. D. DO NOT WELD TO NIGH-STRENGTH BOLTS. 2. PROVIDE SPECIAL INSPECTION, FOR THE TYPES OF WORK SHOWN IN co STRUCTURAL DRAWINGS, STRUCTURAL MASONRY 5, GALVANIZED BOLTS (ALL BOLTS EXPOSED TO ELEMENTS OR WHERE SHOWN ON THE "SPECIAL INSPECTION SCHEDULE', ACCORDING TO REPORTING 11, TEMPORARY SHORING, AND MAINTAINING A SAFE WORKING CONDITION IS I. CONCRETE MASONRY CONSTRUCTION: DRAWINGS): HOT-DIPPED GALVANIZED ACCORDING TO ASTM A 153, CLASS C. AND COMPLIANCE PROCEDURES INCLUDED IN SECTION 1704 OF THE / /] THE RESPONSIBILITY OF THE CONTRACTOR. A. HOLLOW CONCRETE MASONRY UNITS: TYPE I, LIGHT WEIGHT, 1000 PSI MIN. 6, ANCHOR BOLTS: IBC, AND AS DETAILED IN THESE NOTES, 12, SUBMITTALS: ON GROSS SECTION, 2 CELL UNITS. CONFORM WITH ASTM C 90, A. ASTM A 307, GRADE A. 3. PROVIDE SPECIAL TESTING, FOR THE TYPES OF WORK 54OWN IN THE A. SUBMIT SHOP DRAWINGS FOR: B. 26 DAY COMPRESSIVE STRENGTH, F'M OF 1500 PSI. B. PROVIDE WITH STANDARD WASHERS AND NUTS. "SPECIAL TESTING SCHEDULE', ACCORDING TO REPORTING AND 1. REINFORCING STEEL 4. STEEL DECK C. GROUT ALL WALLS SOLID. C. GALVANIZE BOL75 (WHERE NOTED ON DRAWINGS) ACCORDING TO COMPLIANCE PROCEDURES INCLUDED IN SECTION 1704 OF THE IBC, 2. STRUCTURAL STEEL 5. CONCRETE MIX DESIGN 2. GROUT: A5TM A 153, CLA55 C. OVER-TAP NUTS TO CLA55 2A FIT BEFORE AND A5 DETAILED IN THESE NOTES. 3. STEEL J015T A. CONFORM WITH ASTM C 476 GALVANIZING, ACCORDING TO A57M A 563, 4. THE STRUCTURAL ENGINEER OF RECORD SHALL PROVIDE B. SUBMIT SHOP DRAWINGS, STAMPED BY A REGISTERED STRUCTURAL B. 3/B" AGGREGATE. 7. PROVIDE BEVELED WASHERS AT BOLT HEADS OR NUTS BEARING ON SLOPING STRUCTURAL OBSERVATION AT DESIGNATED STAGES OF TT� ENGINEER LICENSED IN THE STATE OF HAWAII, FOR: C, 28 DAY STRENGTH OF 2500 PSI, SURFACES. CONSTRUCTION. I. STEEL J015T D. APPLY INTRUSION AID EXPANDER ADMIXTURE AT RATE OF 4 OUNCES PER 8, WELDING: C. SUBMIT SHOP DRAWINGS PRIOR TO FABRICATION OF MATERIAL. A. CONFORM WITH AW5 SPECIFICATIONS. SACK OF GEMENT. O £. SLUMP: 7" +/- V B. WELDER5 TO BE QUALIFIED UNDER AW5 SPECIFICATIONS. SPECIAL INSPECTION SITE PREPARATION C. WELDS MATERIAL: 70 KSI FILLER METAL U,N,O. PROVIDE ECC AND TESTING PROGRAMS 3. STRUCTURAL MASONRY MORTAR , I. PREPARE 517E IN ACCORDANCE W/ REQUIREMENTS OF PROJECT SOIL , u LOW-HYDROGEN FILLER METALS AT MOMENT FRAME WELDS. 1. PROVIDE SPECIAL INSPECTION, SPECIAL TESTING, REPORTING AND ♦a REPORT. WHERE NOT OTHERWISE NOTED 4 AS A MINIMUM REFER TO A. TYPE 5 . CONFORM WITH AGI 530/A5GE5, TABLE G-t COMPLIANCE PROCEDURES ACCORDING TO IBC CHAPTER 17, THE FOLLOWING ITEMS. B. MORTAR PROPORTIONS: D, WELDS TO METAL DECK, METAL STUDS OR OTHER LIGHT GAUGE METALS: 2 SEE "SPECIAL INSPECTION SCHEDULE" FOR WORK REQUIRING SPECIAL 2. REMOVE VEGETATION RUBBISH AND EXISTING FILL WITHIN BUILDING CEMENT: 1 PART CONFORM TO AWS DI.3. 4. E, WELDING OF REINFORCING STEEL: AS NOTED IN 'CONCRETE REINFORCING INSPECTION. FOOTPRINT AND 5 -0 (MINIMUM) BEYOND THE FOOTPRINT. STRIP LIME: 1/2 PART ' 3. SEE "SPECIAL TESTING SCHEDULE" FOR WORK REQUIRING SPECIAL TOP SOIL 6', MINIMUM. SAND: 4 PARTS MAXIMUM STEEL PORTION OF STRUCTURAL NOTES. TESTING. 3. PRE-ROLL AREA WITHIN BUILDING FOOTPRINT AND V-O' (MINIMUM) C. 28 DAY COMPRE551VE STRENGTH OF 1800 PSI. F, WELDS TO GALVANIZED STEEL AND AREAS DAMAGED BY WELDING, FLAME 4 SPECIAL INSPECTOR QUALIFICATIONS: DEMONSTRATE COMPETENCE, BEYOND THE FOOTPRINT WITH A HEAVY VIBRATORY ROLLER OR LOADED D. PROPORTION MORTAR MATERIALS BY ACCURATE MEASUREMENT. DO NOT CUTTING OR HANDLING; CLEAN, DRY AND REMOVE OIL, GREASE SALT TO THE SATISFACTION OF THE BUILDING OFFICIAL, FOR INSPECTION OF U DUMP TRUCK. MAKE 3 PASSES (MINIMUM) OVER THE ENTIRE AREA. USE SHOVEL MEASUREMENT. AND CORROSIVE PRODUCTS. APPLY ORGANIC COLD GALVANIZING THE PARTICULAR TYPE OF CONSTRUCTION FI OPERATION IN QUESTION. 4, REMOVE AREAS OF SOIL, AS REQUIRED, THAT EXHIBIT EXCESSIVE E. MIX MORTAR BY MECHANICAL MEANS. COMPOUND WITH A MINIMUM OF 94% ZINC DUST IN THE DRY FILM. APPLY 5 PRIOR R THE BEGINNING C NSTRUCTION O, REVIEW THE SPECIAL WAVING OR DEFLECTION UNDER THE WEIGHT OF THE ROLLER OR DUMP TRUCK 4• TESTING OF MASONRY: IN MULTIPLE COATS TO ACHIEVE AN 8 MIL THICKNESS. INSPECTION REQUIREMENTS WITH THE ARCHITECT, ENGINEER, BUILDING 5. BACK-FILL EXCAVATED AREAS WITH STRUCTURAL FILL A5 DESCRIBED BELOW A. MORTAR AND GROUT: 9. CONTRACTOR TO DESIGN AND PROVIDE ERECTION AIDS (BOLTS, CLIPS, SHIMS, OFFICIAL, REQUIREMENTS NTRACTOR AND SPECIAL INSPECTORS. L 1 SET OF 3 SAMPLES FOR EACH 5000 SQ. FT. OF WALL AREA FOR EACH SEATS ETC.) REQUIRED TO FACILITATE CONSTRUCTION. STRUCTURAL FILL OR BACK-FILL DAY OF MASONRY INSTALLATION. 10. INSTALL AND INSPECT HEADED STUBS AND SHEAR CONNECTORS ACCORDING 6. DUTIES OF THE SPECIAL INSPECTOR INCLUDE, BUT ARE NOT LIMITED TO: 1. INSTALL ALL SITE FILLS UNDER STRUCTURAL ELEMENTS IN ACCORDANCE w/ B. PRISMS: TO CHAPTER 7 OF AW5 D1.1 "STRUCTURAL WELDING CODE-STEEL'. A, OBSERVE THE WORK FOR CONFORMANCE WITH THE APPROVED PROJECT SOIL REPORT. WHERE NOT OT14ERN15E NOTED 4 AS A MINIMUM PERMIT DRAWINGS AND SPECIFICATIONS. BRING DISCREPANCIES TO 1 SET OF 3 PRISMS FOR EACH 5000 OO. FT. OF WALL AREA MIN. OF 3 11. EMBEDDED STEEL ASSEMBLIES: HOT-DIP GALVANIZE ACCORDING TO ASTM A REFER TO THE FOLLOWING ITEMS, PRISMS FOR PROJECT. 123 THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, 2. STRUCTURAL FILL MATERIAL: r WHERE NOTED ON DRAWINGS.5. REINFORCING MATERIAL: THEN, IF UNCORRECTED, TO THE ENGINEER AND TO THE BUILDING A. SAND AND GRAVEL MIXTURE OR CRUSHED ROCK. OFFICIAL. A. TYPICAL REINFORCING (U.N.O.): ASTM A 615 GRADE 60. OPEN WEB STEEL JOISTS AND GIRDERS B. WELL GRADED FROM COARSE-TO-FINE WITH LESS THAN 10% BY WEIGHT B. FURNISH INSPECTION REPORTS FOR EACH INSPECTION TO THE OF THE MINUS 3/4" FRACTION PASSING THE NO. 200 SIEVE, B. WELDED REINFORCING: ASTM A , U.N.O.GRADE 60. I, DESIGN, MANUFACTURE AND ERECT STEEL JOISTS ACCORDING TO STEEL BUILDING OFFICIAL, ARCHITECT, ENGINEER, CONTRACTOR AND C. FREE OF ORGANICS, RUBBISH, CLAY BALLS AND ROCKS LARGER THAN 4" 6 TYPICAL MINIMUM WALL REINFORCING, U. ON DRAWINGS: SEE MASONRY JOIST INSTITUTE SPECIFICATIONS. OWNER IN A TIMELY MANNER. 3. PLACE STRUCTURAL FILL IN LOOSE LIFTS MAXIMUM OF 8" IN THICKNESS WALL ELEVATION ON 52.3 2. DESIGN LOADS: C. SUBMIT A FINAL REPORT STATING WHETHER THE WORK REQUIRING 7, TYPICAL REINFORCING DETAILING (U.N.O,): A. DEAD LOAD: 20 PSF SPECIAL INSPECTION WAS INSPECTED AND WHETHER THE WORK IS 4. COMPACT STRUCTURAL FILL TO A MINIMUM DENSITY OF 95% OF MAXIMUM DRY A. LAP SPLICES: SEE MASONRY WALL ELEVETION ON 52.3 B. LIVE LOAD: 20 PSF DENSITY, A5 DETERMINED BY ASTM D 1557. B• CORNERS AND INTERSECTIONS OF WALLS: HORIZONTAL CORNER BARS W1TH C. NET WIND UPLIFT LOAD: 12 P5F S CONFORMANCE WITH THE APPROVED PERMIT DRAWINGS AND 5. VERIFY ADEQUACY OF STRUCTURAL FILL COMPACTION WITH RANDOM FIELD 2'-6" LEGS (NO. 4 BAR) EQUAL IN SIZE AND NUMBER TO HORIZONTAL D, ADDITIONAL TOP CHORD LATERAL LOADS: AS NOTED ON DRAWINGS. SPECIFICATIONS. DENSITY TESTS. ' 7. DUTIES OF THE CONTRACTOR INCLUDE, BUT ARE NOT LIMITED TO: „ REINFORCING. 3. PROVIDE ALL ACCESSORIES (BRIDGING AND HEADERS, ETC.) AS REGUIRED A. NOTIFY SPECIAL INSPECTOR THAT WORK 15 READY FOR INSPECTION b. COMPACT STRUCTURAL FILL WITHIN 5 -O OF RETAINING OR BASEMENT WALLS C. ENDS AND INTERSECTIONS OF WALLS: THREE VERTICAL BAR EQUAL IN TO PROVIDE A COMPLETE SYSTEM FOR SUPPORT OF THE DECKING WITH LIGHT-WEIGHT, HAND-HELD EQUIPMENT. EXERCISE CARE TO AVOID AT LEAST 24 HOURS BEFORE INSPECTION 15 REQUIRED. DAMAGE TO WALLS. D WALLTOPENNG L VERTICAL REINFORCING, UNO. 4. CONNECTIONS: B. MAINTAIN ACCESS 70 WORK REQUIRING SPECIAL INSPECTION UNTIL Project NO. 7. CONSULT THE FOUNDATION INVESTIGATION REPORT, AVAILABLE AT THE HEAD: 2 HORIZONTAL BARS, EQUAL IN SIZE TO TYPICAL HORIZONTAL A. JOISTS TO SUPPORTING MEMBERS: 3/16" FILLET WELD X 1-1/2' EACH IT HAS BEEN OBSERVED AND INDICATED TO BE IN CONFORMANCE 14- 103 ARCHITECT'S OFFICE, FOR ADDITIONAL INFORMATION. BY THE SPECIAL INSPECTOR AND APPROVED BY THE BUILDING REINFORCING, OPENING WIDTH PLUS 4'-O' IN LENGTH, SIDE OF JOIST - U.N,O, OFFICIAL. FOUNDATIONS JAMBS: 1 VERTICAL BAR, EQUAL IN 51ZE TO TYPICAL VERTICAL B. GIRDERS TO SUPPORTING MEMBERS: 1/4' FILLET WELD5 X 2" EACH 51DE C. PROVIDE THE SPECIAL INSPECTOR WITH ACCESS TO APPROVED I. FOUNDATION SIZES BASED ON AN ALLOWABLE 501L BEARING PRESSURE OF 3000 REINFORCING, FULL HEIGHT OF WALL. OF GIRDER - U.N.O. PERMIT DRAWINGS AND SPECIFICATIONS AT THE JOB SITE. Drawn B PSF PER SOIL REPORT BY MASA FUJIOKA 4 ASSOCIATES (DATED: MAY 2011) E. FOUNDATION WALL DOWEL.5: C. DO NOT MAKE DRILLED, SCREWED OR WELDED CONNECTIONS ON JOISTS D. MAINTAIN JOB-SITE COPIES OF ALL REPORTS SUBMITTED BY THE y 2. FOUNDATION ELEVATIONS SHOWN ARE TO TOP OF FOOTINGS. EQUAL IN SIZE TO VERTICAL REINFORCING, AT EACH VERTICAL BAR WITH OR GIRDERS UNLESS EXPLICITLY SHOWN ON THE DRAWINGS. SPECIAL INSPECTOR, KMG 3. PLACE FOOTINGS ON FIRM, UNDISTURBED ORIGINAL SOIL, OR ON STRUCTURAL 3'-0" (NO. 5 BAR) 4 V-7" (NO, 6 BAR) SPLICE IN THE MASONRY. S. WELDERS: CERTIFY TO AWS WABO SPECIFICATIONS, FILL. SEE "STRUCTURAL FILL OR BACK-FILL" NOTES FOR STRUCTURAL FILL F. PROVIDE BAR POSITIONING DEVICES FOR ALL VERTICAL REINFORCING. 6, ERECTION BOLTS, IF SHOWN, ARE INTENDED TO AID THE CONTRACTOR IN STRUCTURAL C55ERVATION INFORMATION. 8, COMPLETE GROUTING OF ANY SECTION OF WALL IN 1 DAY WITH NO COORDINATION. ERECTION CONNECTIONS ARE THE CONTRACTOR'S 1. STRUCTURAL OBSERVATIONS BY THE ENGINEER OF RECORD (EOR) OR Revisions 4, LOCATE BOTTOM OF FOOTINGS AT A MINIMUM OF 1'4' BELOW FINAL GRADE INTERRUPTIONS GREATER THAN I HOUR BETWEEN GROUT POURS, FORM A RESPONSIBILITY, THEIR REPRESENTATIVE SHALL BE REQUIRED AT THE FOLLOWING STAGES DEFERED SUBMITTAL 5, PRIOR TO PLACEMENT OF CONCRETE. REMOVE ALL DISTURBED SOIL FROM HORIZONTAL CONSTRUCTION JOINT BY STOPPING ALL WYTHES AT THE SAME DURING CONSTRUCTION: 1. AWNINGS FOOTING EXCAVATION TO NEAT LINES. ELEVATION AND STOPPING THE GROUT A MINIMUM OF 1-1/2' BELOW THE A. PRIOR TO THE COMMENCEMENT OF THE PLACING OF CONCRETE IN THE 2. STORE FRONT 6. STEP BOTTOM OF FOOTINGS FROM ELEVATION TO ELEVATION AT A RATIO OF I MORTAR JOINT. STOP GROUT POUR A MINIMUM OF 1/2" BELOW THE TOP OF THE METAL ROOF OR FLOOR DECKING FOUNDATION WALL5, FOOTINGS, AND 5LAB-ON-GRADE. 3. STEEL JOISTS 4 GIRDERS VERTICAL TO 2 HORIZONTAL, WITH A MAXIMUM VERTICAL STEP OF 2'-0". MASONRY AT BOND BEAMS. I. CONFORM WITH THE PROVISIONS OF THE AMERICAN IRON AND STEEL B, DURING THE INSTALLATION OF THE FIRST LEVEL OF PLYWOOD 4. ROOF UNIT 4 SUPPORT 7, CONSULT THE FOUNDATION INVESTIGATION REPORT, AVAILABLE AT THE IN5TITUTE'S "SPECIFICATIONS FOR THE DE51GN OF COLD FORMED STEEL SHEARWALLS BEFORE HOLDOWNS ARE COVERED WITH SHEATHING. ARCHITECT'S OFFICE FOR ADDITIONAL INFORMATION. ANCHORS IN CONCRETE AND MASONRY STRUCTURAL MEMBERS". C, DURING INSTALLATION OF THE STEEL FRAMING. 1. INSTALL ACCORDING TO MANUFACTURER'S RECOMMENDATIONS. 2. METAL ROOF DECKING: D. DURING THE INSTALLATION OF THE HORIZONTAL FLOOR AND ROOF SHOP DRAWING SUBMITTAL CONCRETE REINFORCING STEEL 2. INSTALL WITH IBC SPECIAL INSPECTION ACCORDING TO SPECIAL INSPECTION A. MATERIAL: VERGO TYPE PLB, 20 GA., 36" WIDE SHEETS, DIAPHRAGMS OF THE UPPER LEVEL. JML 1, REINFORCING STEEL (TYPICAL, UNO): ASTM A 615, GRADE 60 PROGRAM. PHOSPHATIZED/PAINTED GALVANIZED DECK OR APPROVED EQUAL, 2. THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF RECORD (EOR) AT LEAST 1. CONCRETE MIX DESIGN. 2. WELDED REINFORCEMENT: ASTM A 7%, GRADE 60 3. EXPANSION ANCHORS (CONCRETE): B. CONNECTIONS: SEE ROOF DECK SCHEDULE ON 52.2 FOUR (4) CALENDAR DAYS IN ADVANCE OF COMPLETION REQUIRING SITE 2, STRUCTURAL STEEL B. WELDED WIRE FABRIC: ASTM A 185, FLAT SHEETS A. ICBO-APPROVED; CONFORM WITH FF-5-325, GROUP 11, TYPE 4, CLASS 1. 3. PROVIDE DECKING CONTINUOUS OVER 3 OR MORE SPANS. WHERE 1 OR 2 SPAN OBSERVATION. 3, REINFORCEMENT IN CONCRETE 4 4. WELDED METAL INSERTS, CONNECTIONS: ANS DIA. B. MATERIAL: CONDITIONS ARE REQUIRED, PROVIDE DECKING WITH SUFFICIENT SECTION 3, IF ADDITIONAL 517E VISITS OR DESIGN WORK 15 REQUIRED BY THE ENGINEER MASONRY. 5, REINFORCEMENT MECHANICAL COUPLERS: ZINC PLATED ACCORDING TO ASTM B 633, HOT-DIPPED GALVANIZED PROPERTIES TO EQ LOAD 4 DEFLECTION CAPACITY OF A 3 SPAN CONDITION. BECAUSE OF INCOMPLETE OR UNACCEPTABLE WORK, THE ENGINGEER SHALL 4. STEEL J015T5 4 GIRDERS DEVELOP 125% OF REINFORCEMENT SPECIFIED YIELD STRENGTH. ACCORDING TO ASTM A 153. 4. FURNISH ALL ACCESSORIES (OPENING REINFORCING ANGLES, CLOSURES, ETC.) BE REIMBURSED FOR ALL TIME AND EXPEN5E5 INVOLVED. 5. STEEL DECK 6. DETAIL, FABRICATE AND PLACE REINFORCING ACCORDING TO AGI 315, "DETAILS C. ACCEPTABLE ANCHORS: TO PROVIDE A COMPLETE DIAPHRAGM. AND DETAILING OF CONCRETE REINFORCEMENT". I. "WEDGE ALL', BY SIMPSON STRONG TIE COMPANY. 5. QUALIFY ALL WELDERS UNDER WABO SPECIFICATIONS FOR LIGHT GAUGE METAL 7. TYPICAL REINFORCING (MINIMUM, UNO ON DRAWINGS): 2. "KWIK-BOLT TZ", BY HILTI FASTENING SYSTEMS, INC. WELDING. A, CORNERS AND INTERSECTIONS OF WALLS AND FOUNDATIONS: 4. ADHESIVE ANCHORS (CONCRETE OR GROUTED MASONRY): 6, EXTEND DECKING A MINIMUM OF 2' ONTO SUPPORTS, CD CORNER BARS EQUAL IN SIZE AND NUMBER TO HORIZONTAL A. ICW-APPROVED l T- REINFORCING. LEG LENGTH: 48 BAR DIAMETER (2'-0" MINIMUM). B. ANCHOR COMPONENTS: 8, DO NOT FIELD BEND, DISPLACE, WELD, HEAT OR CUT REINFORCING UNLESS ALL-THREAD ROD, NUT, WASHER AND ADHESIVE INJECTION GEL SYSTEM. STRUCTURAL DRAWING INDEX O INDICATED ON THE DRAWINGS, OR APPROVED BY STRUCTURAL ENGINEER OF C. ANCHOR RODS: 51.1 GENERAL STRUCTURAL NOTES N RECORD. 1. RODS WITH ROLLED THREADS. 51.2 SCHEDULES 9, CHAIR WELDED WIRE FABRIC TO PROPER POSITION. LAP ONE (1) FULL MESH 2. ANCHOR ROD NUTS: CONFORM WITH ASTM A 194. S2J FOUNDATION PLAN N PLUS 2' ON SIDES AND ENDS. 3. ROD MATERIAL: 52.2 ROOF FRAMING PLAN 10. PLACE ELECTRICAL CONDUIT NEAR CENTER OF SLAB. A) A-36 OR A 307 MATERIAL, ZINC PLATED ACCORDING TO ASTM 52.3 ELEVATIONS r 11. MINIMUM COVER FROM CONCRETE SURFACES TO REINFORCING: 5-6331 HOT-DIPPED GALVANIZED ACCORDING TO ASTM A 153. S3.1 FOUNDATION DETAILS 3" +/- 1/2" TO BOTTOM OF FOOTING D. ACCEPTABLE ADHESIVE INJECTION GEL SYSTEMS FOR MASONRY: 53.2 FOUNDATION DETAILS 2" +/- 1/4" TO EARTH FACE OF WALL 1. n HIT HY-150 MAX", BY HILTI FASTENING SYSTEMS, INC. S41 FRAMING DETAILS I" +/- 1/4" TO INSIDE FACE OF WALL 2. "SET", BY SIMPSON STRONG-TIE COMPANY, INC. 54.2 FRAMING DETAILS {� 2" +/- 1/4" MAIN STEEL BEAMS AND COLUMNS E. ACCEPTABLE ADHESIVE INJECTION GEL SYSTEMS FOR CONCRETE: 3/4" +/- SLAB TO TOP AND BOTTOM SURFACES CENTER OF 1. "HIT RE 500 SD', HY HILTI FASTENING SYSTEMS, INC. }— SLABS-ON-GRADE 2. "SMP", BY SIMPSON STRONG-TIE COMPANY, INC. 12. REINFORCING LAP SPLICES: 5, SCREW ANCHORS (CONCRETE OR GROUTED MASONRY) CONFORM WITH ACI 318 "BUILDING CODE REQUIREMENTS FOR REINFORCED A. CBG-APPROVED CONCRETE," B. ACCEPTABLE SCREW ANCHOR: I "TAP CON' BY ITW INC. S W Q. SPECIAL _ INSPECTION PROGRAM S P -E C I A L. T E S T 1 N _G PROGRAU TYPES OF WORK INSPECTION COMMENTS REFERENCE 5TANDARD5 IBC REFERENCE TYPE OF MATERIAL TYPE OF TEST FREQUENCY REFERENCE NOTES 0 _ - EXCAVATION, FOUNDATION SUBGRADE P BY GEOTECHNICAL ENGINEER PER SPECS # GEOTFGH REPORT - 1744.7.1 - STRUCTURAL FILL / BACKFILL FIELD DENSITY SEE NOTE 2 SEE STRUCTURAL FILL NOTES -- -- --- - --__... __ - _----- -._.-- _____ - .--- - --- - -. FOR TESTING METHOD. STRUCTURAL FILL PLACEMENT - P BY GEOTECHNICAL ENGINEER PER SPECS # GEOTECH REPORT 1704 7 2 1803.5 ......... ......... ................................ .................. __ .........: .. . _..�.._..._ .... ............. ......_ ..... +...-.._ ....... . CONCRETE CYLINDER COMPRESSIVE 3 CYLINDERS / 100 CY / DAY / ASTM C 31 TEST 1 CYCLINDER AT 7 DAYS 1704'8 REINFORCING PLACEMENT -- P -- �- ACI 3181 Kevin M. Godwin 3.5 7.1.7.7 19R1S.5 1907.1 1907.7 1914.4 ..... ... STRENGTH ........EA MIX DESIGN ASTM C 3q ... 2 AT 28 DAYS. 2so N.W. sundown way _ _.......... WELDING OF A706 REINF. BARS IN INT. # C AWS D1.4 # ACI 3f8: 3.5.2 1903.5.2 Portland. OR 97229 SPECIAL MOMENT FRAMES, SHEAR WALL (503)201-0725 STRUCTURAL MASONRY PRISM COMPRESSIVE 3 PRISMS / 5000 8F OF WALL, ASTM C 1314 BOUNDRY ELEMENTS, SHEAR REINF. kmgdesignsQcomcast.net STRENGTH MIN WELDING OF A706 REINF BARS TYP UNO P AWS 014 # AGI 318 3 6 2 1903.5.2 Thesgt aid are for the construction of _...._. ...... .... ____ -. ...... ............. ................................... --_..... ______.. ........_......_.._-....- ................................................._. . .. ._... .... ......... ......... . .. ____-......... . . .__.... .._....... _..__ ___._._ - ...................... ......... . . n : n are no 0 __.... .._ .... e ( w g o a be CAST IN PLACE BOLTS # ANCHORS C I912 5 co ied�in any way'Niout the express I. TESTING SHALL BE ACCOMPLISHED IN ACCORDANCE WITH IBC CHAPTER 17 BY A CERTIFIED TESTING - -- - -- written permission of Kevin M. Godw:n- MONITORING USE OF REQUIRED DESIGN MIX P SEE NOTE 7 ACI 318: CH. 4 5.5-5.4 1904 1905.2-1905.4 1914.2 1914.3 The contractor is to check and verify LABORATORY. SAMPLES SHALL BE OBTATINED BY CERTIFIED SPECIAL INSPECTORS AND TESTED BY all dimensions on the pians and any QUALIFIED PERSONEL. SAMPLING FRESH CONCRETE; TAKING OF C ASTM C 172 ASTM C 31 ACI 318: 5.6 5:8 1905.6 1914.10 existing conditions that are specified TEST SPECIMENS : in the plans. Re oortgany errors or ......... __... ....._ _. ......... ..... _.._____.._...... ._..-.._...._.__._. .........__-- ____. omissiotnasrt o the Basi ter prior to the 2, STRUCTURAL FILL / BACKFILL DENSITY TESTING FREQUENCY: WALL BACKFILL # FOOTINGS. I PER 100 FT OF _......-.._-.. ___....... _ __ _.... ... _____ - __. __........._ _..,. ................................. s o any cons u ion CONCRETE PLACEMENT C ACI 316. 5.9 6.10 mm.die 1905.10 1914.6 1914.7 1914.8 Written dimensions shall always have LENGTH PER BACKFILL LAYER, MINIMUM OF 2 TESTS. SLAB FILL= 1 EVERY 2000 50. FT. PER FILL LAYER, MAINTENANCE OF SPECIFIED CURING P ACI 318: 5.11-5.13 1905.11 1905.13 1914.9 , precedence over scaled dimensions. MINIMUM OF 3 TESTS. TECHNIQUES r 1 ............... ............. ......... ......... .......................... .......__............................ -- ............................... 3. OTHER NON-DESTRUCTIVE METHODS PER AWS D1.1, ANNEX K MAY BE ACCEPTABLE WITH ENGINEERS APPROVAL. VERIFICATION OF IN-SITU CONCRETE P ACI 318: 6.2 4• APPLIES TO BASE METAL THICKER THAN 1.5" SUBJECTED TO THROUGH-THICKNE55 WELD SHRINKAGE STRAINS, STRENGTH PRIOR TO REMOVAL OF SHORES AFTER COMPLETION OF WELDS, ULTRASONICALLY TEST FOR DISCONTINUITIES BEHIND AND ADJACENT TO AND FORMS FOR STRUCTURAL MEMBERS WELDS. ACCEPTANCE OR REJECTION OF MATERIAL DISCONTINUITIES WILL BE BASED ON THE DEFECT RATING REINFORCING MEW. SPLICES P REQUIREMENTS PER ICC REPORT -. ..__._._.... ..--- - - ...... ......... .. - _.... -- -- ----- ................- .. .....- ....... - ...... __ ACCORDING TO THE LARGER REFLECTOR CRITIERIA OF APPROVED NATIONAL STANDARDS, WITH THE CONCURRENCE OF THE STRUCTURAL ENGINEER OF RECORD. ANCHORS INSTALLED INTO HARDENED 5, PROVIDE REPORT OF TESTS INCLUDING, AS A MINIMUM, TEST LOCATIONS, SRICK/MORTAR CONDITION, BOLT CONCRETE / MASONRY MOVEMENT/ELONGATION, EMBEDMENT DEPTH AND APPLIED LOAD. ADHESIVE ANCHORS C REQUIREMENTS PER ICC REPORT EXPANSION ANCHORS P REQUIREMENTS PER ICC REPORT E � .......___.. __-................_--__ ....................... _..-.... ._..................._.--""..................... _....._...............................'-----...........................' _ _.._....__..._____...._____.............____-..........................-----._-_...._............ .__.._..._.._....._...___._......._.. -_ ...._.... 8 SPECIAL TESTING 504EDULE _ • - ......... .. STRUGTURAL MATERIAI. VERIFICATION P ASTM A 6 OR ASTM A 56$ 1706.4 ' a N.T.S. INSPECTION OF AS-DUILT FRAME JOINTS FOR P 1704.3.2 v COMPLIANCE W/ CONST. DOCS. FIELD ERECTION FABRICATION U) STRUCTURAL WELDING .. ..... ......... VERIFICATION P WELD MATERIAL Y AISC LRF]? SECTION A3.6 SINGLE PASS FILLET WELDS S 5116" P AW5 DI 1 1744 31 SINGLE PASS FILLET WELDS > 6/16'1 C AWS DLI 170431 _. ..______ _.._. . _ _.. ..___ _-- . . _ MULTiPL.E PASS FILLET WELDS C AWS DTI 17W4 31 �r FULLPEN GROOVE WELDS C ......................... _ ....... ......._.....-.._. . ..._.. . _._..� ........-......................_.......__......................�_ PARTIAL PEN GROOVE WELDS G AWS 01.1 1704.3.1 ....._............WELDED STUDS - P O WELDED STAIR AND RAILING SYSTEMS P =17 STRUCTURAL MASONRY: NONE55ENTiAL FACILITIES SITE PREPARED MORTAR MIX P ACI 530.1t ART. 2AA SITE PREPARED GROUT MIX P ACI 530.1: ART. 2.68 MASONRY UNIT PLACEMENT P ACI 530.1: ART. 3.38 SIZE # LOCATION OF STRUCTURAL ELEMENTS P ACI 530.1: ART. 3.3G v SIZE GRADE AND PLACEMENT OF P CITY INSPECTOR TO VERIFY REINFORCING ACI 530.1t ART. 2.4, 3.4, 3.6A REINFORCING STEEL # CONNECTORS PRIOR TO GROUTING ACI 530, SEC. 1.12 TYPE, SIZE AND LOCATION OF ANCHORS p _ . _ ACI 530= SEC. 1.2.2(E), 2.1.4, 3.1.6 - L... ATTACHED TO MASONRY A 706 REINFORCING BAR WELDING C ACI 630. SEC. 2.1.10.6.2, 3.2.3.4 (B) MASONRY PROTECTION DURING COLD OR P ACI 630.1: ART. 1.BC1 1.8D 2104 3, 2104.4 HOT WEATHER ..... ......._......................... .. _....................._..... ... ...... .....--------- ______...._.................. - _----- GROUT SPACE , „- P ACI 630.1: ART, 3,2D GROUT PLACEMENT C ACI 530.1: ART. 3.5 PRISM SPECIMEN PREPARATION / TEST G - ......_ . RCI 530.1: ART. 1.4 ............._____....___....-------. 2!052.2 2105.3 - LIGHT GAUGE STEEL FRAMING VERIFY MEMBER SIZES P - - 1707.4 DEFLECTION HEAD INSTALLATION P1707.4 BOLTED OR SCREWED CONN. INSTALLATION P 1707.4 WELD INSTALLATION P 1707.4 SHEARWALL HOLDOWN INSTALLATION P 1747.4 Project N o. - -- _ NCHORAGE_ SCREWING, BOLTING OR AP _.._ __ _. - 1707.4 OF DRAG STRUTS, CHORDS OR BRACE 14- 103 COMPONENTS IN LFR5 8721CTURAL METAL DECKING Drawn By VERIFICATION OF GAGE, 51PE LAPS, BEARING _ ..P K M G _ WELDS P AWS Di.3 1744.3 I. C - CONTINUOUS Revisions P - PERIODIC 2, INSPECTIONS SHOWN TO BE REQUIRED SHALL BE ACCOMPLISHED IN ACCORDANCE WITH IBC CHAPTER 17 BY A CERTIFIED SPECIAL INSPECTOR FROM AN ESTABLISHED TESTING AGENCY. SPECIAL INSPECTION TESTING REQUIREMENTS APPLY EQUALLY TO ALL BIDDER DESIGN COMPONENTS. 3. CONTINUOUS SPECIAL INSPECTION MEANS THAT THE SPECIAL INSPECTOR IS ON THE SITE AT ALL TIMES 055ERVING THE WORK REQUIRING SPECIAL INSPECTION (IBC 1702.1). PERIODIC SPECIAL INSPECTION MEANS THAT THE SPECIAL INSPECTOR 15 ON SITE AT TIME INTERVALS NECESSARY TO CONFIRM THAT ALL WORK REQUIRING SPECIAL INSPECTION IS IN COMPLIANCE. 4. SPECIAL INSPECTION NOT REQUIRED FOR WORK PERFORMED BY AN APPROVED FABRICATOR PER IBC SECTION 1704.2. 5. ALL WELDS SHALL BE VISUALLY INSPECTED. 6. TEST PANELS NOT REOT IF APPROVED NOZZLEMEN ARE USED. 7. VERIFY DEVIATION FROM MIX DE51GN BY SITE ADDITIONS OF WATER OR OTHER ADDITIVES. 8. CONTINUOUS INSPECTION 15 REQUIRED AS FOLLOWS: A. WHEN WELDING 15 NOT DONE IN AN APPROVED FABRICATION SHOP PER IBC 1704.2. (10 B. WHERE SINGLE PASS FILLET WELDS EXCEED 51(g" IN SIZE, 14C) C. AT ALL PARTIAL OR COMPLETE JOINT PENETRATION WELDS. N 9. LFRS: LATERAL FORCE RESISTING SYSTEM, i 11110110W I N A SPECIAL INSPECTIONS SCPEDULE C0 I- S1 W W LL WEND 4L ANALYSIS C E0 PROF N _ 2009 IBC �5��GINFFSsip In ROWELL Q 70R, M.PA: 100 WZ $ n EXP. 5 SETS. CAT.: D nn-- GON 0 0 a ZIP: 91224 AO�'- A�3 " Z W a v T. RO Q r{y�r�yp+ W Q __j (— W 1- W `l o U F Z Z 0 L1J F 0 , F 1� LL z i N Q i 3 0 • SHEAR WALL SCHEDULE • (,) 2X D.F. studs max. 16" O.C. H 0 L D 0 W N SCHEDULE • • FRAMING CLIP SPACING SCHEDULE O.C.• GENERAL NOTES LEGEND > N PLEASE NOTE: v o SEISMIC ZONED N o (2) Anchor bolts to be %"0 rbolts w/min. 7" embedment Into MARK SIMPSON FASTENERS CAPACI NOTES >• APPROX. HOEDOWN LOCATIONS o a APA RATED PLYWOOD OR ORIENTED STRAND BOARD ( 1 ) concrete. Secure with BP %"-3 or BPS W-3. (9) MODEL# 13 (LBS. (1) All fasteners exposed to ( ) ) LTPF,A35:8d COMMON X 1X�'LONG NAILS. weather shall be galvanized. SHEAR WALL LOCATIONS THE TOP OF EACH SHEAR WALL MUST BE FASTENERS (3),(5),(6),(7) SOLE IE SILL PLATE BPS %"-3 requires an additional std. cut washer. No Connect btm. plate to LS50, L50: 10d COMMON X 3'LONG NAILS. CONNECTED TO THE ROOF SHEATHING OR ALLOW holdown floor }t/rim/bm/blkg. N/A MARK PANEL NAILING (3) Intermediate studs nailed 0 12" O.C. required w/16d 0 r O.C. (2) All exterior walls shall be built O DETAIL REFERENCE TAG FLOOR SHEATHING. THE BOTTOM OF EACH THICKNESS TYPE O PANEL AB NOTES LOAD eQ FRAMING CLIP OPTIONS to "S" shearwall requirements as EDGES l6d SIZE SPACING WIND 9 SINKER (2) SETS (4) Framing O ad)oining panels to be 3x nominal or wider. CMST12 x (7) 16d common Far equivalent optlona SHEAR WAL LTP4 A35 LS50 L50 a minimum. 3X 3X SILL PLATE REQUIRED SHEAR WALL MUST BE CONNECTED TO THE w/nailing staggered. I 36" Long nails at each and. 1'300 see (10) _ E FLOOR SHEATHING OR FOUNDATION. SEE 3 Sheathing on shearwalls shall (�nXDBL. 2X SILL PLATE REQUIRED 5 0.131"0 X 2 F. RH P—nail r be replaced with 8 18" 20" 27" 20 ( ) g TYPICAL CONNECTION DETAILS FOR 0.131 0 x 2J4" O Y y p CMST12 x (1 ti) 16d common not be interrupted by any wall E .u.a. of 6" O.C. 6" O.C. 2X 48" O.C. 0.131"0X21¢" common nail or 0.113"0 X Zyz"hot dip or nails at each end. 3,430 Far equivalent aptiona 1`32" F. RH. P-NAIL tumbled galvanized box nail. 2 48" Lonq sea (,1J /� butting into shearwall. XX SHEAR WALL LINE APPROPRIATE CONNECTION. 7 " 0 (6) 0.148"0 X 3" F. RH P—null may be replaced with 0.1480 X CMST12 x (22) led common For equivalent optlona (4) Builder t0 verify installation + LOAD FROM ABOVE A '(6 3" common nail or 0.128 0 X 3" hot dip or tumbled 60" Longnails at each and. 4.700 sea 1 or 0.131 0 x 2X[ 4" O.C. 4" O.C. 2X 46" O.C. , `Q (z) requirements for all hardware 0 DOUBLE 2x6 U.N.O. 8�� 3SSSUU galvanized box nail. 8" 9" 12" 8" 1232" F. RH. P—NAIL N connections per manufacturer. W (7) "F. RH. P—nail"— designates a full round—head power nail. CMST12 X (29) led common 4-- 72" KING POST nails at each and. 6,210 /� (8) Minimum 4X6 post 0 each end. 4 72" Long /c\ 5.5" 6" S. 6" ins All floor system lumber t be 0.131 x 2$" 2" O.C. 3" O.C. 2X installed with maximum moisture yo2r� 0 13" O.C. see (4) Q CMST12 x (3e 16d common content of 16%. 1/32" F. RH. P—NAIL 3X 34" O.C. (g) Hodowns octal O each and of each sheorwall & fasten ) 10" 11" 14 10" to min. double 2X studs. Wall sht'g. shall be edge nailed 90" Long nails at each and. &360 Z to each holdown stud. (6) All hardware & fasteners in 7 Retrofit with HTT5 N g 8" 8" l) 8" contact with P.T. lumber shall be or (1131 0 x 2)F" 2" O.C. 2" O.C. 3X 22" O.C. see (4) ♦ (10) CMST 14 X 36"L w/(8) 16d common each end. STHD14RJ (30) 18d sinkers. 3.268 apalling of concrete walla stainless steel, Z—max or hot dip MST 37 w/(10) 16d common or sinker each end. OCOYfe' alvanized. 1''32 F. RH. P—NAIL MSTC40 w/(14) 16d sinkers each and. g 6.5" 7" 9" 7" g Equivalent H option Is on HOU-5 7 All beams to be 7Xr (11) CMST 14 X 6) 1 d commons 16dons common or sinkers each end. HTT5 (26) 16d 5.090 W/(14) SOS M" x Douglas-Fir-Larch #2 unless noted or MSTC5 ww/(2 1 commons a each end. 21d" soewa otherwise. All beams labled GLB to 1%2" 0.131 0 z 2$" 3" O.C. 3" O.C. DBL 2X 20" O.C. see (4) 980 MSTC52 w/(22) 16d sinkers each end. F. RH. P—NAIL 3X 20" O.C. 980 be 24F—V4 Glulam unless noted EA. SIDE Min. (3) 2x or Sx. (12) CMST 14 ( 3) 1 w/(29) 16d common or sinkers each ens. HDU-8 (20)screws x 2X" 7.970 otherwise. All beams tabled PSL to 7 MST60 w/(23) 16d common each and. screws, SB3;x24 with etude sinker 0 together vfg w/16d sinker o s" O.C._ be 2.0E Parallam unless noted or MSTC66 w/(32) 16d sinkers each and. 30) SDS W X 2X[ screws otherwise. O 0.131 0 x z>S' 2" O.C. 2.5" O.C. 3X 16" O.C. see 6x6 post req'd. Y " 1 ♦ A307 threaded rod A.B. p e4 EA. SIDE F. Rif. P—NAIL (4).(8) (13) Use SSTBL in place of SSTB where 3x or dbl. 2X plates HDU-11 w/ 2A"x2X"x%"plate or BPI 9,535 3f1X30X12" deep mm. Hg. occur. btwn. (2) nuts. Min 10" fig. req'd. o so. anchor bolt o o embed. M (14) May use an HHD014 in place of HDU-14. F SDS $' X 2)h' screws, 8X6 post req'd. 1'32 0.148 0 x V 2" O.C. 2" O.C. 3X 13" O.C. see HDU-14 1 • A307 threaded rod AB. Heavy hex nut req'd. F. RH. P—NAIL 15 3X plate required where shown on foundation plan. w/ Zya x2Yi X%plate or BP1 14,445 EA. SIDE (4),(8) ( ) sae (14) btwn. (2) nuts. Min 10" fig. 38%38X72 deep min. ftg. embed req d. O ea. anchor bolt 0 04 DRAWN 10/22/13 JLY REV 12/17/15 JLY 6 — h14 v4 — -- /,/i .;:. '.��, :: RFIF ————————-————— = ------ II I EXPAND FTG. I TO 20'x20'xl2,LL J DN I I I X I ki I I I I v 4' CONC. SLAB W/ I f/ a5 I I S OPTIONAL 6 X 6 10/10 W.WM. I 0 U l� - • ON 4' GRANULAR FILL. 12' m O I ( THICKEN SLAB W/ (2) e4 8 I I BARS HORI2 CONT. TIED TO EXPAND FTG. I S?itY14 FND WALLS AT GARAGE TO 20'x2O'xl2'1 O MFC). SCISSOR TRUSSES ST&224 o EA. ,� S i DOOR OPENINGS. r 24' O.G. SIDE OF BEAI1= O TO POST a POET 3x Ll ��f� 3,�x le I I _'I I N 1 I 1 I co ~a 12f Ila I d 0 a - I EXPAND FTG. W 6 0 ? I TO 20'x20'xl2' r– �� I I� ml I + + r- -------------- ---� s I L-+----------- poossawaf R El / r--- i i Q I ---J L------J - Ni bry A y4c EXPAND FTG. A EXPAND FTG. F� mi JG4 46 TO 26'x26'xl2' TO 41'x26'xl2' - - UBI 4Xro — - -4X6 — ® _ _ _ _ _ _ _ _ _ _ _ _ — — — — � �� '� "' W/4-e4 E.W. W/4-04 E.W. ems. - - - - - - - - - - - - - - --- - - -��- - -- - - - � - d A O f981 51/4Xl114 PSL 2 2 LU H01 UPPE2 FL_ 002 PLAN MAIN 1= L_ 00 �-,-' PLAN FOUNDATION PLAN 25# sNow WAD SCALE : 1/4' 1'-0' SCALE : 1/4' . 11-0. SCALE : I/4" = V-0' TIGARD HS, L1 COPYRIGHT © 2015 R0WB1 B`,0NTl*,G TYPICAL S H EAR WALL D ETAI L ����E� Pi3Of� s�° QwC� ��nCa^ICNF� �9 It ,yp.}y l WN N o o OREGON Ib C z a Roof sheathing. O�- 22,E z W C Roof rafter or truss. O� T. RO`tt� W LLJ Q Sheathing. REIC clip required at blockeddiaphragms. (see RBC schedule) >�y. REC• 31, —J z F w Beveled blocking. -Li C� o Simpson H 1 clip @ 24" o.c. z 8d's @ 3"o.c. tt z N Top chord. Sheathing see schedule. Boundary nailing. 8d LLJ N r 2x studs. commons @ 6" o.c. UNO. s a o Blocking with 8d 3" o.c.--. 3 0 w < %° CD-X PLYwD, ad g a O.C. Ede nailing. ---- 7--- ---------r r - Shear nailing o ROOF SHEATHING - g 9• U Sheathing to 00 Upper floor edge nailing. match below. Shear nailing. 2 x blocking. 2" max. 7Edge nailing. 2x each side of I I I I truss. Sheathing 2 x stud wall. Web blocking. I break. RBC SCHEDULE SHEATHING TO •i Sheathing. (Roof Boundary Clip) MATCH WALL BELOW 2" max. 2 x STUD WALL .I I Ceiling joists or truss. Blocked diaphragms only °SIMPSON" A35F (PER SPECS OF Shear nailing. a EACH BLOCK WALL BELOW) I I I Lower floor edge nailing. Req. nailing Clip spacing Bottom chord -__- Lower floor staggered ered COR 16• o.c.) ___ gg 8d @ 6" 36"o.c. SOLID BLK'G ---- — --- Edge nailing. edge nailing. 8d @ 4" 18"o.c. cLG. Jsr. Edge nailing. 2 x studs 10d @ 4" 12" o.c. SHEATHING 2 x sruD wALL Sheathing. Sheathing, see (SEE SCHEDULE) g• -44kC 9 2 x studs. schedule. SECT CC Rafter / Truss at eaves (4) 16d each side. Scale: 1"= 1'-0" Interior shearwall parallel to trusses Floor 'oists parallel Beveled blocking at brace. Scale: 3/4" = 1'-0" Interior shearwall perpendicular to trusses L30 clips at blocking. Scale: 1"= 1'-0" Scale: 1" = 1'-0" Boundary nailing into lookouts or blocking adjacent to brace. O Sheathing, see schedule.�� 8d commons @ 6" O.C. 00 INTERIOR ROOF DETAILS 2x studs. Blocking with shear nailing B /� Into top chord. � Floor sheathing. Floor joists. - TA Shear nailing. 16d @ 6" o.c. 2x blocking with shear nailing Floor sheathing. Upper floor edge nailing. 45"' 2 x 4 flat stiffener. ' 0 into top plate. See schedule. Nailing to match shear wall Edge nailing. 2 x 4 angled brace. 04 edge nailing requirement. Sheathing to match Nailing to match shear wall Shear nailing, see 2" max. wall below. B edge nailing requirement. schedule. Sheat ' Stiffener may be omitted DRAWN 10/22/13 J_ Floor sheathing. 2x blocking. break. if A if brace is less than 6'. REV 12/17/15 2" max. Framing clip. (see , SECT A-A Lower floor edge nailing. schedule) ( e , Scale: 1-1/2" = 1'-0" Lower floor staggered ���/ edge nailing. Sheathing. Edge nailing. g• 2 x studs Boundary nailing Into blockin Connect joist to blocking � Sheathing. y g with shear nailing. 2x blocking Edge nailing. Sheathing, see 2 x studs L30 clip. or joist. schedule. Edge Nailing. Structural sheathing. GBC clip. Top chord. Shear naili::see 2 x studs. schedule. 2 x 4 angled braces 48"o.c. Floor joist. 2xst�s. Sheathing. Floor joists perpendicular I Scale: 1" = 1'-0 2 x 4 angled brace (4) 16d blocking to brace. Gable end truss SECT. B-B Parallel to joists Wall below Perpendicular to joists Wall below Scale: 1" Scale: = 1'-0" Scale: 1" = 1'-0" Scale: 1" = 1' o INTERIOR UPPER FLOOR DETAILS FLOOR DETAILS U EXTERIOR ROOF DETAILS w � < O STANDARD CUT SHEATHING WASHER SHEATHNG SEE SCHEDULE SIMPSON BPS4e-3 PER SCHEDULE 2x STUD WALLH BEARING PLATE MUDSILL PER 1/2' MAX SCHEDULE MUDSILL ANCHOR BOLT �� O SEE SCHEDULE PER SCHEDULE EDGE NAIL r ♦ O PER SCHEDULE r D, SLAB PER 04 REBAR 3'-5' �` PLAN FROM TOP EDGE NAILING •. • ;g '.' . n '%'m J. BOLT 25* SNOW LOAD SEE SCHEDULE J, ?a n ' (2)-04 BARS CONTINUOUS a .41 FOOTING DETAIL 3/4' = V-0' Standard A. B. Detail TIGARD 11114 Scale: 1.5" = 1'-0" L2 JS®®13 COMaC4 f © 20-5 POWELL Bl�G