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Plans (10) BUP2014- 00234 NOTE : 1 PERMIT 5 SETS OF PLANS SET 3 GENERAL: WOOD FRAMING REQUIRED STRUCTURAL OBSERVATION PROGRAM: RECEIVED 1J ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, I.) ALL LUMBER TO BE DOUGLAS FIR NO. 2 OR BETTER, U.N.O. STRUCTURAL OBSERVATION: NOV 2 5 ZO14 SPECIFICATIONS, AND THE 2010 O.S.S.C. (OREGON STRUCTURAL SPECIALTY CODE), 2009 IBC, THE ENGINEER OF RECORD (EOR) WILL PERFORM STRUCTURAL OBSERVATION BASED ON THE 2.) STRUCTURAL DRAWINGS ARE A PORTION OF THE CONTRACT DOCUMENTS. STRUCTURAL DRAWINGS SHALL BE 2.) ALL LUMBER TO BE GRADE STAMPED 5-DRY (SURFACE DRY) OR VERIFIED TO HAVE A MOISTURE CONTENT REQUIREMENTS OF THE OREGON STRUCTURAL SPECIALTY CODE (OSSG) AT THE STAGES OF d ITYOFTIGARD LESS THAN OR EQUAL TO 1cJe AT TIME OF CONSTRUCTION. USED WITH ARCHTICTECTURAL, CIVIL, MECHANICAL, AND ELECTRICAL DRAWINGS AS WELL AS THE PROJECT CONSTRUCTION LISTED BELOW, REFER TO "TESTING AND SPECIAL INSPECTION PROGRAM" CHART ' LDINGDNISION TU RRENTI N E SPECIFICATIONS. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE REQUIREMENTS FROM THESE 3.) ALL SHEATHING SHALL APA RATED, GRADE C-D AND MANUFACTURED WITH EXTERIOR GLUE, UN.O. ADDITIONAL REQUIREMENTS. DRAWINGS AND PROJECT SPECIFICATIONS. GENERAL OBSERVATION NOTES: ENGINEERING, LLC TIAZ 3.) THESE GENERAL NOTES APPLY UNLESS SPECIFICALLY NOTED OTHERWISE. 4.) ALL FRAMING CONNECTORS SHALL BE AS MANUFACTURED BY SIMPSON STRONG-TIE, OR APPROVED. 4J ALL DETAILS ARE TYPICAL. FOR CONDITIONS NOT SPECIFICALLY SHOWN, PROVIDE DETAILS SIMILAR TO 5.) ALL STUDS TO PLACED AT 16" O.G. MAX. 1.) CONTRACTOR IS RESPONSIBLE FOR NOTIFYING THE ENGINEER OF RECORD 24 HOURS IN ADVANCE. PO BOX 2465 Lebanon, Oregon 97355 THOSE SHOWN. SUBJECT TO REVIEW. Phone: 541-258-70042. 6.) HOEDOWNS AND HOEDOWN ANCHORS SHALL BE INSTALLED PER THE STRICT INSTRUCTIONS AND ) AT THE CONCLUSION OF THE WORK INCLUDED IN THE PEWIT, THE EOR WILL SUBMITT A WRITTEN 5.J ALL EXISTING CONDITIONS, DIMENSIONS AND ELEVATIONS SHALL FIELD VERIFIED. THE CONTRACTOR REQUIREMENTS OF THE MANUFACTURER STATEMENT TO THE BUILDING OFFICIAL THAT THE SITE VISITS HAVE BEEN MADE AND IDENTIFY ANY REPORTRD DEFICIENCIES THAT, TO THE BEST OF THE EOR KNOWLEDGE, HAVE BEEN SHALL NOTIFY THE ARCHITECT / ENGINEER OF ANY SIGNIFICANT DISCREPANCIES FROM CONDITIONS SHOWN ON THE DRAWINGS. RESOLVED. 1J CONTRACTOR SHALL INSPECT AND RETIGHTEN ALL HOEDOWNS BEFORE COVER 3.) STRUCTURAL OBSERVATION IS FOR THE GENERAL CONFORMANCE OF THE STRUCTURAL DRAWINGS. 6J OMISSIONS OR DISCREPANCIES BETWEEN THE VARIOUS ELEMENTS OF THE CONTRACT DRAWINGS SHALL BE SPECIAL INSPECTIONS ARE STILL REQUIRED. BROUGHT TO THE ATTENTION OF THE ENGINEER OF RECORD BEFORE PROCEEDING WITH THE WORK. 6.) SHEAR WALLS WITH OVERDRIVEN NAILS (MORE THAN 1/8") SHALL BE RE-NAILED. 1) CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, 9J ALL PANEL EDGES TO BE BLOCKED - SEE TYPICAL SHEAR WALL DETAILS. ITEM OBSERVED BY COMMENTS � � PRO SIP XO SEQUENCES OR PROCEDURES REQUIRED TO PERFORM HIS WORK. THE ENGINEER HAS NO OVERALL AS REQUIRED TO ADDRESS EOR SUPERVISORY AUTHORITY OR ACTUAL AND / OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING STRUCTURAL ISSUES. Ct 72 8PE CONDITIONS AT THE SITE AND / OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTPORT ANY HEALTH OR SAFETY DEFIG ECTOR- THE ENGINEERNCES OF HAS NOD E OWNER, CONTRACTORS, OR OTHER ENTTIITIIES OR TY TO INSPECT, SUPERVISE, NOTE, CORCT, ORPERSONS AT THE FASTENING / NAILING SCHEDULE n ON PROJECT SITE. 9�N�f 75�� F. TUR�� 8.) CONTRACTOR INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ENGINEER FOR APPROVAL PRIOR PROGRAM FOOTNOTES: TO FABRICATION OR CONSTRUCTION. CHANGES SHOILN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS FRAMING CONNECTIONS: EXPIRES : 6/30/16-1 REQUIREMENT. 1•) EOR = ENGINEER OF RECORD OR REPRESENATIVE FROM ENGINEERING FIRM TOP OR SOLE PLATE TO STUD, END NAIL 2 - 16d STUD TO SOLE PLATE, TOE NAIL 4 - 8d DESIGN CRITERIA: DOUBLE STUD, FACE NAIL 16d ® 24" O.G. DOUBLE TOP PLATES, FACE NAIL 16d A 16" O.C. CO DOUBLE TOP PLATES, MINIMUM 48" OFFSET OF END JOINTS, 8 - Ibd 2010 OREGON STRUCTURAL SPECIALTY CODE (2010 OSSC) FACE NAIL IN LAPPED AREA REQUIRED TESTING AND SPECIAL INSPECTION PROGRAM- BLOCKING BETWEEN JOIST OR RAFTERS TO TOP PLATE, TOE NAIL - 3 - 86 SEISMIC: RIM JOIST TO TOP PLATE, TOE NAIL Sd ® 6" O.C. SPECIAL INSPECTION: SUBMITTALS / REVISIONS: OCCUPANCY CATEGORY = II TOP PLATES, LAPS AT CORNERS AND INTERSECTIONS, FACE NAIL - 2 - 16d SPECIAL INSPECTION WILL BE PROVIDED BY THE OWNER BASED ON THE REQUIREMENTS OF THE 2010 QO 10-7-14 PERMIT SET SEISMIC DESIGN CATEGORY D OSSC AND SUMMARIZED IN THE TABLE BELOW. CONTRACTOR SHALL PROVIDE SUFFICIENT NOTICE AND SITE CLASS = D CONTINUOUS HEADER TO STUD, TOE NAIL 4 - 8d ACCESS FOR THE SPECIAL INSPECTOR TO PERFORM THESE INSPECTIONS. Qj 11-18-14 CONSTRUCTION SET IMPORTANCE FACTOR, IE = LIDO BLOCKING BETWEEN JOIST OR RAFTERS: ANALYSIS PROCEDURE: EQUIVALENT LATER FORCE PROCEDURE (ASCE 1-05 SECTION 12.8) TO JOISTS OR RAFTERS - TOE NAILS, EACH SIDE, EACH END- 2 - 10d TO JOISTS OR RAFTERS BEARINGS - TOE NAILS, EACH SIDE- 3 - 10d VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCED STANDARD IBC REFERENCE Sg = 0.964 SDe= 0.116 BLOCKING BETWEEN STUDS EACH END 2 - 106 TOE POST INSTALLED CONCRETE OR MASONRY ANCHORS Si = 0.419 Spy = 0.442 NAILS OR 2 - lbd INSPECTION OF ANCHORS INSTALLED IN APPUCABLE ICC EVALUATION GRAVITY LOADS HARDENED CONCRETE REPORT BRIDGING TO JOIST TOE NAIL EACH END 2 - 8d X SECOND FLOOR : 50 PSF LIVE LOAD (OFFICES) 15 PSF PARTITION LIVE LOAD NOTE: WHERE NAILING SCHEDULE AND INFORMATION GIVEN ELSEWHERE IN THE STAIRS: 100 PSF DOCUMENTS DO NOT AGREE, THE MORE STRINGENT NAILING REQUIREMENT SHALL APPLY. REFER TO SHEAR WALL SCHEDULES FOR ADDITIONAL REQUIREMENTS. $OIL BEARING PRESSURE PRESUMPTIVE ALLOWABLE SOIL BEARING PRESSURE: 1500 PSF PROGRAM FOOTNOTES: 1.) THE ITEMS CHECKED WITH AN 'X' SHALL BE INSPE^.TED IN ACCORDANCE WITH OSSC CHAPTER 1-1 BY A CERTIFIED INSPECTOR FROM AN ESTABLISHED TESTING AGENCY. THE TESTING AGENCY 'R CO SH ?,*ALL SEND COPIES OF ALL STRUCTURAL TESTIAND INSPECTION REPORTS DIRECTLY TO THE V STRUCTURAL ENGINEER, CONTRACTOR AND BUILDING OFFICIAL. ANY MATERIALS WHICH FAIL TO MEET THE PROJECT SPECIFICATIONS SHALL IMMEDIATELY BE BROUGHT TO THE ATTENTION OF THE 1.) CONCRETE WORK SHALL CONFORM RO CHAPTER 13 OF THE 085C (OREGON STRUCTURAL SPECIALTY CODE). STRUCTURAL ENGINEER SPECIAL INSPECTION TEPTING REQUIREMENTS APPLY EQUALLY TO ALL Q CONCRETE STRENGTHS SHALL BE AS FOLLOWS: BIDDER DESIGNED COMPONENTS. 2.) CONTINUOUS SPECIAL INSPECTION MEANS THAT A CERTIFIED SPECIAL INSPECTOR IS ON THE SITE f'c (psi) USE AT ALL TIMES OBSERVING THE WORD REQUIRING 5PECIAL INSPECTIONS (OSSC 1102). PERIODIC 3 ♦- SPECIAL INSPECTION MEANS THAT THE SPECIAL INSPECTOR IS ON SITE AT TIME INTERVALS 000 FOOTINGS NECESSARY TO CONFIRM THAT ALL WORK REQUIRING SPECIAL INSPECTION IS IN COMPLIANCE CONFIRM � C NOTE: ALL CONCRETE IN THIS PROJECT CONSISTS OF FOOTINGS ACCORDING TO (OSSC 1102). L 2010 0550 SECTION 1104.4 EXCEPTIONS 1 4 2, AND THE DESIGN OF THE FOOTINGS IS W Q N BASED ON P'c - 2500 pal. THEREFORE SPECIAL INSPECTION OF THE CONCRETE W CONSTRUCTION IS NOT REQUIRED. J 0 r m 2.) THE CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS, ALONG WITH TEST DATA COMPLIANT WITH OSSC a O SECTION 1905 A MINIMUM OF TWO WEEKS PRIOR TO PLACING CONCRETE. NO WATER MAY BE ADDED TO CLc CONCRETE IN THE FIELD UNLESS SPECIFICALLY APPROVED IN WRITING BY THE CONCRETE SUPPLIER IN L V) p CONJUNCTION WITH THE CONCRETE MIX DESIGN. O � 3.) SCHEDULING OF WORK MAY REQUIRE DESIGN STRENGTH IN SHORTER PERIODS OF TIME (LESS THAN 28 DAYS) Q Z c) Q 4.) CONSTRUCTION JOINTS SHALL BE THOROUGHLY ROUGHENED BY SAND BLASTING OR MECHANICAL MEANS. Z CLEAN BEFORE NEW POUR LOCATION TO BE APPROVED BY THE ENGINEER �J z 5.) ALL CONCRETE TO BE REINFORCED UNLESS SPECIFICALLY NOTED "NOT REINFORCED" (LQ' 6.) PRIOR TO PLACING CONCRETE, THE CONTRACTOR SHALL ENSURE THAT ALL EMBEDS AND ANCHOR BOLTS v ARE PROPERLY LOCATED AND SECURELY TIED IN PLACE. Z 3C�Pzat4- Jaz 1) SUBMIT LOCATION PLAN FOR ALL PROPOSED JOINTS NOT INDICATED ON DRAWINGS FOR APPROVAL PRIOR70 WOR1<- City Of Tigard Q Ap ,rg.e1d Plans ( gY1- Date Il 126 REINFORCING STEEL (CONCRETE) R/EEVISIOI/\I 1.) REINFORCING STEEL TO BE ASTM A615, GRADE 60 DEFORMED BARS p� 2.) ALL REINFORCING STEEL AND EMBEDMENT$ TO BE HELD SECURELY IN PLACE PRIOR TO PLACING ABBREVIATIONS OFFICE COPY CONCRETE. 1 Date: 10-7-14 3J PROVIDE CONTINUOUS REINFORCEMENT WHEREVER POSSIBLE, PLACE ONLY AS SHOWN OR APPROVED, APPROX. APPROXIMATE LL.v. LONG LEG VERTICAL STAGGER SPLICES WHERE POSSIBLE. ARCH. ARCHITECT MAX. MAXIMUM Scale: BD. BOARD MN. MINIMUM Drawn by. SET 4.) REINFORCING STEEL SHALL HAVE THE FOLLOWING CONCRETE COVER BUT NOT LESS THAN ONE (1) BAR BLDG. BUILDING MISC. MISCELLANEOUS DIAMETER UNLESS OTHERWISE NOTED: B.O. BY OTHERS MTL, METAL Checked by. GJ. CONTROL JOINT N.I.C. NOT IN CONTRACT SHEET INDEX Job No.: 140604 CONCRETE CAST AND PERMANENTLY EXPOSED TO EARTH (NOT FORTED) 3" CLG. CEILING NO. NUMBER FORMED SURFACES EXPOSED TO WEATHER OR IN CONTACT WITH EARTH: CLR. CLEAR NOM. NOMINAL Drawing No.: 06 BARS AND LARGER 2" C19.U. CONCRETE MASONRY UNIT N.T.S. NOT TO SCALE CONIC. CONCRETE O.C. ON CENTER °5 BARS AND SMALLER I I/2° CONT. CONTINUOUS OD. OUTSIDE DIAMETER SI--IEET DESCRIPTION DRAWING TITLE: SLABS ON GRADE (TOP CLEARANCE) 1 1/2" CORK CORRIDOR OPP. OPPOSITE DTL. DETAIL PLYWD. PLYWOOD GENERAL NOTES 5J REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH ACI 315 DWG. DRAWING REQD. REQUIRED 50.1 GENERAL NOTES AND 318. LAP ALL CONTINUOUS REINFORCEMENT 45 AND SMALLER 40 BAR DIAMETERS OR 2'-0" MINIMUM. EA, EACH RO. ROUGH OPENING E.J. EXPANSION JOINT SF. SQUARE FEET 51.1 FOUNDATION / FIRST FLOOR FRAMING PLAN (E) EXISTING SIM. SIMILAR FLJFLR FLOOR SS. STAINLESS STEEL 51.2 SECOND FLOOR FRAMING PLAN F.O.S. FACE OF STUD STL. STEEL ANCHORS BOLTS/RODS 4 FASTENERS GALv. GALVANIZED T.OS. TOP OF STEEL 53.1 DETAILS GYP. GYPSUM TTP. TYPICAL HORIZ. HORIZONTAL U.N.O. UNLESS NOTED OTHERWISE 1.) ALL MECHANICAL CONCRETE AND MASONRY ANCHORS, I.E. EXPANSION ANCHORS, SCREW ANCHORS, ETC., ID. INSIDE DIAMETER VERT. VERTICAL 53.2 DETAILS SHALL BE OF THE BE OF THE TYPE AND SIZE AS NOTED IN THE DRAWINGS AND INSTALLED PER THE STRICT JST. JOIST W/ WITH E REQUIREMENTS OF THE MANUFACTURER LL.H, LONG LEG HORIZONTAL W/O WITHOUT a 2.) ALL ANCHOR RODS/BOLTS TO BE MADE FROM ASTM F1554 GR 36 STEEL, U.N.O. SHEET MT z S0.1 32'-4 I/8" 132'-0" TURRENTINE 311_4" I 69'-4" 31'-4" PLAN NOTES- ENGINEERING, LLC PO egon 97355 F_4 BUILDING Q Phone:x2465 Lebanon, 1-258-7004 I I IJ X INDICATES FOOTING TYPE. REF. FOOTING SCHEDULE I I6'-6 1/4" 19'-5" IS'-II" ll'-0 1/4" I 2.) PROVIDE (2) 2 x 6 STUDS UNDER ALL BEAMS/HEADERS U.N.O. I I I I ON PLAN I I'-31/4" 15'-3" 23'-3" 1 15'-1" 15'-9" P-31/4" I I i I I I I I I I I 1 It POSTS I 4, WALL Lit WALL It WALL I It. POSTS I �� 0-Pir F I 6 9 I - PE - - - _ _--- - --------- ---- --- -- -- � _ ---------------------- ALL LEGEND - I r------- ------ —- _ i Ny 4 '5 ON -------- --- ----- --- - - --- ----- -- ----------------- --..._ _ -------- I !y +'\ —�® rl � — — TURR�� 4 _0 0 10 I I I 10 1le 5 10 i i 9 1 4 _0 i i CE) CMU WALL - ! EXPIRES : 6/30/ 16 8 I 53.1 (E) WOOD FRAMED WALL WOOD FRAMED WALL - 2 x 6 STUDS • I6" O.G. r I I 2 I I I 2 ------� 1 "' I� I I I I I WOOD FRAMED WALL — 2 x 4 STUDS • I6 O G. i : i - - - -♦ I�A I PIT DIM. — I I a +— J SHEAR WALL - 2 x 6 STUDS • 16" O.G. SHEAR X SEE 4 WALL I I r. I I I I 1 i i WALL MK. X HOLDOWN SCHEDULER WALL AND HOEDOWN - — _ , , SUBMITTALS / REVISIONS: —_ - - - -- - - - - - -1 - - — I I I 0 MK. i s i 9 I I g I I A { i 0 10-7-14 PERMIT SET I ! O 1 2 1 1 2 i I O i Qj 11-18-14 CONSTRUCTION SET 1 12 1 1 I 1 1 s I I I I I KEY NOTES: 1 I I O _ 53.1 1 1 2 1 1 53.1 1 1 I I (E) SPACE - N ! ] i v I I 53.1 1 1 I i i O FOR BASE AND GAP 2 OR BETTER - SEE DETAILS x.. IMPIROVEMENT9 i @TYP. PROPOSED i I I I 1 1 11 . - i EDGE OF NEW CONT. FOOTING (SAW-GUT LINE) 11 2 1 1 1 1 TYP. 0 REMOVE (E) WALL FRAMING AT THIS LOCATION AND REPLACE AS INDICATED EDGE OF (E) THICKENED SLAB FOOTING. L—— 1 1 1 � — -I ! I 5O EDGE OF CEJ WALL FOOTING BELOW SLAB � -------------------- L JL J L- - - A --- L J J © PROVIDE P SPACE BETWEEN ALL FRAMING AND <.! 4 WALL 3 1 1 I 1 1 i (E) NORTH CMU WALL 6 53.1 1 ------ DEPRESSION IN SLAB PER PLN PLATFORM LIFT MAN . �` --- ------- -- - ---- - --------- ------ _ - - -- i ; O REQUIREMENTS. VERIFY EXTENT AND DIMNS. WITH PLATFORM LIFT MANUF. 4 1 Og (3) 1 1/4" X 14" 13E TIMBERSTRAND LSL STAIR Q N I ap a STRINGERS. REF: DETAILS 9/S32 AND 12/632 FOR ----- ----- - _ sQ C _ ---- -- -------- ------- ----- - ---------- ----- -_ ____ -_- ________� --_____________________i TYPICAL STAIR CONSTRUCTION REQUIREMENTS. L-----------_---_ __- ____ __ __ _ B - _ _ 1 \ __ O9 (E) ROOF DRAIN PIPES IN WALL - - — - — - — - —-— - — - r ------------------------------------ --J---- 1 i 1 I W W c..4 I j -------------------------- € i 1 I ___________________------ € 10 NEW FOOTING MAY TERMINATE WHERE TI-IICKEND 1 1 3 i I 1 I € u � W I i i (E) SLAB EDGE OCCURS AND IS AT LEAST 10 > 1 I r ________ _.___ -- ' THICK W W Q N I I 1 i 0 � I i O2 F-- 0 8 i id O I FOOTING SCHEDULE V o (E) SPACE - NO MARK SIZE (W x L) THICK REINFORCING O F- It) < `_jIMPROVEMENPROPOSED TS 1-------E r-----�_� I OA 3'-0" x 3'-0" 10" (4) 45 BARS EA. WAY Q L ~ € 1 € I I B - - - - - - - - - - - - - - - - - - - - - - - - - I L-- I I SEE PLAN 10" (4) S BARS EA. WAY 2'-6" x 2'-6" 10" (4) 9 BARS EA. WAY I T V V V H U W O SHEAR WALL SCHEDULE NOTES: HOLDOWN SCHEDULE NOTES: SHEAR WALL SCHEDULE 1.) REF: DETAIL 1/53.1 FOR TYP. CONSTRUCTION REQUIR"IENTS. HOLDOWN SCHEDLUE 1.) ALL HOLDOWN5, FASTENERS AND ANCHORS IN SCHEDULE TO BE Date: 10-6-14 PANEL 2.J ALL FRAMING MEMBERS TO BE DOUGLAS FIR-LARCH NO. 2 OR END MANUFACTURED BY SIMPSON STRONG-TIE. Scale: CAPACITY (PLF) APA RATED EDGE BETTER CAPACITY (LBS) SIMPSON STUD 2.) HOLDOWN5 AND HOLDOWN ANCHORS SHALL BE INSTALLED SHEATHING NAIL NAIL 3J ALL STUDS TO PLACED AT I6" O.G. MAX. SIMPSON FASTENERS TO OR HOLDOWN ANCHOR PER THE STRICT INSTRUCTIONS AND REQUIREMENTS OF THE Drawn by. SET MARK SEISMIC THICKNESS SIZE SPACING SILL PLATE ANCHORS MARK SEISMIC MODEL NO. POST POST SIMPSON MODEL NO. MANUFACTURER Checked by. 4J SHEAR WALLS WITH OVERDRIVEN NAILS (MORE THAN 1/8") - 3J CONTRACTOR SHALL INSPECT AND RETIGHTEN ALL HOLDOWNS Job No.: 140604 240 7/16" ONE SIDE 8d 6" 1/2" x 5" SIMPSON TITEN HD SHALL BE RE-NAILED. / ` 0 HOLDOWN NOT BEFOG COVER. SCREW ANCHORS ® 48" O.C. 5J REQUIRED Drawing ALL PANEL EDGES TO BE BLOCKED � 4.) WHERE SHEAR WALLS MEET AT SHEAR WALL CORNERS THE g No.: 6J PROVIDE 3x BLOCKING AT ADJOINING PANEL EDGES WITH 3" SHEAR WALLS MAY SHARE A HOLDDOWN AT THE CORNER `. 5/8"+a TITEN HD SCREW DRAWING TITLE: �B 1/2" x 5" SIMPSON TITEN HD O.G., OR LESS, NAIL SPACING. / � (6) SDS PROVIDED THE MOST RESTRICTIVE HOEDOWN FOR EITHER 460 15/32" ONE SIDE 10d 4" SCREW ANCHORS ® 24" O.C. �--, -y 2185 HDU2-SDS2.5 1/4" x 2 1/2 (2) 2x ANCHOR W/ 4 1/8" MIN. SHEAR WALL IS USED. �.) WHEN SHEATHING IS REQUIRED ON BOTH SIDES OF WALL, OFFSET �% EMBEDMENT PANEL EDGES TO FALL ON DIFFERENT FRAMING MEMBERS. FOUNDATION I FRST 8J CONTRACTOR SHALL VERIFY THAT ALL CONNECTORS AND ' ` 3780 HDU4-SDS2.5 (10) SDS (2) 2x 5/8"0 SSTB16 FLOOR FRAM M PLAN FASTENERS AT PRESSURE TREATED (P.T.) MEMBERS HAVE 1/4 x 2 1/2" 12 5/8" EMBED. APPROPRIATE CORROSIVE PROTECTION CIE. SIMPSON STAINLESS STEEL, IMAX, HOT DIPPED GALVANIZED). NORTH FOUNDATION / FIRST FLOOR FRAMING PLAN SHEET a IS1.1 1 0 � � 3 2 � 32'-4 1/8" 132'-0" TU R R E NTI N E ' 31'-4" 69'-a" 31'_4" PLAN NOTES- ENGINEERING, LLC I I PO Box 2465 Lebanon, Oregon 97355 i hid BUILDING la ALL WALLS CONSTRUCTED ON THE SECOND FLOOR AIRE TO BE Phone: 541-258 7004 i NON-LOAD BEARING PARITION WALLS. REF: ARCH. DUGS. i i i 7 i 53.1B i 6 6 83Z I , b 53.1 /O OPP FQ - — - — - — - —- — - — — - — C 72 PE r KEY NOTES: Ny ON � � ` ' ` ' � 5 1/8 x 15" GLU-LAM BM. (24F-V4) TUR : O i O O 6 x 10 SOLID-SAWN BEAM (DF-L NO. I OR BETTER) EXPIRES 6/35/ 16 i r 4 O 6 x 8 SOLID-SAWN BEAM (DF-L NO. 2 OR BETTER) iS31 ® 14" TJI 560 a I6" OG. ` _vjLTYP. ■ O5 14" TJI 230 a I6" O.C. O PROVIDE I" SPACE BETWEEN ALL FRAMING AND � \ 2 8 O 10 (E) NORTH CMU WALL O 53.1 TMP. O FLOOR SHEATHING: 23/32" T < G APA RATED SUBMITTALS / REVISIONS: Q STURD-I-FLOOR EXPOSURE I, SPAN RATING 24 oc. QO II 10-7-14 PERMIT SET GLUED AND NAILED W/ 106 NAILS AT 6" O.G. JOIST LAYOUT �p ALONG SUPPORTED EDGES AND 12" O.C. IN FIELD. Qj 11-18 14 CONSTRUCTION SET START POINT O 8" FROM OF SIMPSON MSTA36 ACROSS TOP OF JOISTS `r _ — _ — a 5 8 POST CENTERED ON RIM BOARD. USE (II) 10d NAILS EA. - _ — _ —■ ■ END. (E) SPACE - N �9 (E) 2 x 8 JOISTS PROPOSED y 010 2 x 8 JOISTS • 16O.C." O. (DF-L NO. 2 OR BETTER) .4 10 I 53.1 TYP. 4 8 2 2 2 Ol 53.1 TYP. mLi O 6 z 9 p 1 53.1 SIM. J - - - — - — - — - — - — - — = P I in W 1ul 939393 53.1 W Q N OPP. E I > N O a r 0 9 � o ( E I � r O H 0 Q - - - - � e ,- --- - - - - - - p' Z- - - - - — — zW a - - - - - - - - - - - - - - - - - - - -- - - --- - - - -- - L - - - - p U W CD O d Date: 10-6-14 Scale: Drawn by. SET Checked by. Job No.: 140604 Drawing No.: DRAWING TITLE: SECOND FLOOR FRAMING PLAN E NOBTH 0 1 SECOND FLOOR FRAMING PLAN SHEET N �+ m si. I/8'• I•_0.. 51.2 a TOP OF SHEAR WALL. SEE SHEAR WALL Ilk TYPICAL DETAILS REFERENCED ON PLANS FOR " TOP OF WALL REQUIREMENTS - - - - - - - - 7 - - - - - - - � � � a I I NON-LOAD BEARING EDGE NAILING PER I I I I I I I I I• I I PARTITION WALLJLE AT ALL PANEL •1 1 I i I I I I I I TU MENTI N E I I 11 I I I•I I'I I I• I NG I I I I ENGINEERING, LLC FLOOR SHEATHIPER PLAN I I FEILD NAILING •I i I I I I I I• PO Box 2465 Lebanon, Oregon 97355 I I SHEATHING PER SHEAR ,I I,I I I I 1 I I JOISTS PER PLAN WALL SCHEDULE I Phone: 541-258 7004 I I SOLID 2x BLOCKING I - - REQUIRED AT ALL PANEL JOINTS. BLOCKING MAY BE •I INSTALLED FLAT I DSL. STUD OR 4x POST GLU-LAM BEAMS PER (E) CMU WALLESR REQUIRED AT HOEDOWNS. PLAN ATTACH DBL. STUD TOGETHER W/ MIN. (2) 10d FR NAILS a 12" 72 8PE O.G. 9 � r SIMPSON CCQ5-bSDS2B TYP. WALL STUDS a Ib" O.C. GLU-LAM BEAM PER PLAN GLU-LAM BEAMS PER PLAN MAX. my ON kSIMPSON SIMPSON CCQ5-bSDS2.5 �!y15OR SIMPSON EGCQ5-bSD825 HOEDOWNS FER SCHEDULE N E. TUR(NOT SHOWP.T. SILL PLATE N) MAY BE USED POST PER PLANIF POST IS LOCATEDEXPIRES : 6/30/16 CLOSER TO CMUWALL. TO. GONG FOOTING/SLAB MIU356/14 AT 14" TJI 560 OR v SIMPSON MIU23l/14 AT 14" TJI 230 POST PER PLAN SILL PLATE ANCHORS PER ° • • ° SCHEDULE. ° ^ e' • 14 '. e HOLDOWN ANCHOR PER ° e SCHEDULE 10 TYP. JOIST CONN. DETAIL 7 POST/BEAM CONN. 4 TYP. POST/BEAM CONN. 1 SHEAR WALL CONSTRUCTION SUBMITTALS / REVISIONS: SV. 11/2" = 1'-0" 83• 1 I2" = 1'-0" 83• 11/211 = 1'-0" SV• 1 1/2" = 1'-0" OQ 10-7-14 PERMIT SET Qj 11-18-14 CONSTRUCTION SET (2) 2 x b TOP PLATE FULL WALL STUDS PER PLAN F LENGTH PIECES WITHOUT SHEATHING PER SHEAR SHEATHING PER SHEAR WALL SPLICES. LAP TOP I WALL SCHED. AT SHEAR SCHED. AT SHEAR WALLS WALL STUDS PER PLAN L� o PLATES AT COMERS € WALLS I I BEYOND AND IN I FOREGROUND AND NAIL W/ SILL PLATE ANCHORS PER SILL PLATE ANCHORS PER I € 1P.T. 2x BOT. PLATE (5) Ibd NAILS. � .° _ SHEAR WALL SC-WED. AT SHEAR WALL SCHED. AT I I °.H !E) CMU WALL - EAR WALLS. SHEAR WALLS. AT NON-SHEAR 2 x b STUDS • Ib" O.G. PLATFORM LIFT MAST I I SIMPSON A34 EA. SIDE AT EDGE NAILING PER SHEAR WALLS USE HD 1/2"0 x 5" SIMPSON ANCHORS TIE-BACK BRACKET P.T. 2x BOT. PLATE WALL SCHED. AT SHEAR WALLS TITEN TOP OF 4 x b POSTS • 48" O.C. MAX. EDGE NAILING PER SHEAR INSTALL '4 BARS IN 5/8"0 FLOOR SHEATHING PER PLAN WALL SCHED. AT SHEAR DRILLED HOLES USING "5 BARS a Ib" O.C. WALLS HILT[ WIT-RE 500-50 (2) e5 BARS -CONT. PLATFORM LIFT MAST EPDXY ADHESIVE. 4„ JOISTS PER PLANINSTALLED PER MANN. SAW-GUT -TYP. INSTRUCTIONS PROVIDE 4 x b POSTS AT (E) CONC. SLAB CEJ CONC. SLAB Ni'• MAST CONNECTIONS—70 PLATFORM LIFT MAST v TIE-BACK BRACKET (2) 10d NAILS is 6" O.C. =I I ° / d d 4 STAGGERED aik I C I ° � ` U 3" CLR wL (11 �e--+r0 O s EID (2) 2 x b TOP PLATE FULL L — — — — SIMPSON A34 EA. SIDE AT a ° TMP. UJW Q N LENGTH PIECES WITHOUT a 2'-0" TYP. J 0 2 SPLICES. LAP TOP BOT. OF 4 x b POSTS a a EDGE NAILING PER SHEAR PLATES At CORNERS a O Of 4 d' WALL SCHED. BEYOND AND IN I I STAIR LANDING Q ° a r O SHEATHING PER SHEAR WALL CSFO dCsRO�IAILIs AND NAIL W/ i i a d a ° 4 ° SIDE OF FOOTIN04 BARS 36 G EA. V) � D SCHED. EMBED 10" MIN. INTO p rn Q (E) CONT. FOOTNG FOOTING Q Z 0 11 DETAIL AT TOP OF SHEAR WALL AND PLATFORM LIFT 5 DETAIL 2 DETAIL Z w s3. U PIT DIMN. PER PLAN NOTE: WHERE THE THICKENED PORTION OF THE (E) SLAB 1 Z OCCURS UNDER THE POST A NEW FOOTING IS NOT REQ'D. USE SIMP50N ABUbb POST BASE ATTACHED TO (E) SHEATHING PER SHEAR WALL SLAB W/ (I) 5/8" x 5" SIMPSON TITEN ND SCREW ANCHOR MIN (2) e4 BARS AT EA SCHED. WALL STUDS PER PLAN I SIDE OF FOOTING I EQUALLY SPACED SILL PLATE ANCHORS PER I I !E) CMU WALL � POST PER PLAN POST PER PLAN P.T. 2x BOT. PLATE SHEAR WALL SCHED. I I WALL STUDS PER PLAN I I SIMPSON GE°ti✓Qbb-SDS2 INSTALL e4 BARS IN 5/8"♦ SIMPSON C55Qbb-SD52 EDGE NAILING PER SHEAR I I (E) CONC. SLAB (E) CONC. SLAB WALL SCHED. PLATFORM LIFT MAST IR"a x 5" SIMPSON TITEN HD DRILLED w INSTALLED PER MAN I SCREW ANCHORS HILTI HIT-RE 500-SD INSTALL e4 BARS IN 5/8"A INSTRUCTIONS I a 4811 O.C. MAX. 2" ° ° REINF. BARS PER EPDXY ADHESIVE. a REINF. BARS PER I I SAW-GUT -TYP. MAX. • ° FOOTING SCHEDULE e • ° FOOTING SCHEDULE DRILLED HOLES USING P.T.HILT[ HIT-RE 500-SD I r°— — — 2x BOT. PLATE ° 4 I.-Oil ° e SAW-CUT -TYP. Date: 10-6-14 EPDXY ADHESIVE -TYP. HOLDOWN ANCHOR BOLT PER I SAW-CUT -TYP. 0TYP TYP ° 4„ HOLDOWN SCHED. BEYOND I I Scale: AND IN FOREGROUND (E) CONC. SLAB NP• I I I 0 Q. 0 ° Drawn by. SET I° = I a — — I ' I4 4 — Checked by. Job No.: 140604 _ — —� �_� ° • ai • • . • �V Y • ° • Drawing No.: a ( Q c DRAWING TITLE: MBAR PER r_ � (CONTBARS j DETAIL 3/83.1 d U ` DETAILS !r W O 3 TYPR O t— • = it \� • Q L CONIC. FOOTING UNDISTURBED 7Y a p / «4 BARS a 18" O.G. '4 BARS a 36" O.C. MAX W �B- DE W \( EA. WAY TYP. EMBED 10" MIN. \ ' INTO SLAB/FOOTING ° SEE PLAN F 0. REF: FOOTING SCHEDULE d5 W S BARS a U 3" CLP_ 16" O.C. ° d a a TYP. 4 ° a UNDISTURBED 2'-0" TYP. (E) CONT. FOOTNG 1 SEE NOTE ABOVE 12 DETAIL AT PLATFORM LIFT PIT g FOOTING DETAIL 3 TYP. FOOTING DETAIL SHEET S3m1 m $3. 11/2" , 1'-0" 83• 11/2" = 1'-0" S$. 1 1/2„ = 1,_0„ 0 (2) 2 x 6 TOP PLATE FULL LENGTH PIECES WITHOUT SPLICES. LAP TOP PLATES AT CORNERS 2 x 6 STUDS • 16" O.C. BEYOND AND IN FOREGROUND AND NAIL W/ (5) Ibd NAILS. 10d NAIL THRU RIM BOARD 10d NAIL THRU RIM BOARD T U R R E N T I N E TO JOIST TOP AND BOT. TO JOIST 10d NAILS 6" O.C. IST TOP AND BOT. 1 I/2 13E TIMBERSTRAND LSL CHORD 1 I/2 13E TIMBERSTRAND LSL ENGINEERING, LLC CONT SIMPSON MIU231114 CONT SIMPSON MIU231/14 1 1/2" 13E TIMBERSTRAND LSL FLOOR SHEATHING PER PLAN PO Box 2465 Lebanon, Oregon 97355 FLOOR SHEATHING PER FLOOR SHEATHING PER BLOCKING CUT TIGHT TO FIT JOISTS PER PLAN Phone: 541-258-7004 PLAN JOISTS PER PLAN PLAN JOISTS PER PLAN 5T11N. JOISTS PROF ss Fq /O2 C 72 PE r Ny ON N E. TURR�� 10d TOE NAILS S" OG. -TYP. 10d TOE NAILS o 8" O.G. (3) 10d TOE NAILS PER BLOCK FFXPIRES EDGE NAILING PER SHEAR DBL. TOP PLATE DBL. TOP PLATE WALL SCHED. DBL. TOP PLATE WALL STUDS PER PLAN WALL STUDS PER PLAN SHEATHING PER SHEAR WALL WALL STUDS PER PLAN SCHED. 7 DETAIL AT STAIR WELL 4 DETAIL rfTOP OF SHEAR WALL SUBMITTALS / REVISIONS: 3. 11/2" . 1'-0" 3. 11/211 = 1'-0" � 11/2" = 1'-0" ZL 10-7-14 PERMIT SET 11/2" 13E TIMBERSTRAND LSL BLOCKING CUT TIGHT TO FIT BTUK JOIST SPACE AS SHOWN. LOCATE AT 24" O.G. MAX. ALONG LENGTH OF SHEAR WALL FLOOR SHEATHING PER PLAN (2) Ibd NAILS S" O.C. 10d TOE NAIL FROM 10d NAILS o 6" O.G. 10d NAILS • 6" O.G. FLOOR SHEATHING PER BLOCKING TO JOIST 10d TOE NAIL FROM BLOCKING FLOOR SHEATHING PER PLAN PLAN CE) 2 x S JOISTS TOP AND BOT. „ TO JOIST TOP AND BOT. CHORD - TYP. 17 CHORD - TYP. JOISTS PER PLAN JOISTS PER PLAN JOISTS PER PLAN f 1/2" 13E TIMBERSTRAND LSL RIP-CUT TIGHT TO FIT BTWN. JOIST CHORDS AS SHOWN x 6" LONG LOCATE AT 24" O.G. \V/ MAX. ALONG LENGTH OF Z SHEAR WALL (3) 106 NAILS 10d NAILS a 6" O.G. M� 11/2" 13E TIMBERSTRAND LSL W CWC BLOCKING CUT TIGHT TO FIT G C2) 10d NAILS 6 OG. j 2 x 8 CONT. BTWN. JOIST SPACE ON EA. STAGGERED W W Q N SIDE OF SHEAR WALL. LOCATEN SIMPSON LSTA12 AT 24" O.G. MAX. ALONG J > DSL. TOP PLATE LENGTH OF SHEAR WALL DBL. TOP PLATEQ 0) d (E) WALL EDGE NAILING PER SHEAR WALL STUDS PER PLAN EDGE NAILING PER SHEAR WALL STUDS PER PLAN a r O WALL SCHED. WALL SOWED. N Q (E) CMU WALL SHEATHING PER SHEAR WALL SHEATHING PER SHEAR WALL O Q SCHED. SCHED. Q Z (7 a � ~ g DETAIL5 DETAIL - 2 TOP OF SHEAR WALL ZQ 3. 11/2" -- 1I-0„ 3 1 IR 1.-0” 3. 11/2" 11-0.. U REF: DETAIL BELOW (3) 16d NAILS • 16" O.G. INTO FLOOR SHEATHINGTIGWT JOISTS 1 1/2" 13E TIMBERSTRAND LSL 2 x 6 NOTCHED ARD CONT C2) 1/4"4 x 3" SIMPSONSDS AROUND RIM BOARD AND LET-IN 2 x 6 SCREWS a 6" O.G. LSL t0 2 x 8 EXTENDED TO WALL PLATE RIM BOARD BELOW • 16" O.C. LJ 2 x JOISTS a 16" O.C. MAX. IN LIEU OF LEDGER BELOW USE SHEATHING SIMP50N A35 AT EA, STRINGER FLOOR SHEATHING PER NOTCH SHEATHING AROUND 2 x 6 BLOCK BTWN. 2 x 6 NOTCHED 2 x 6'S 1" WEYERHAEUSER STURDISTEP PL's w TREADS (OR APPROVED FLOOR SHEATHING PER (3) 10d NAIL THRU RIM o AN EQUAL) JOISTS PER PLAN 2 x 8 JOISTS PER PLAN PL BOARD INTO NOTCHED 2x6 AT WOOD FRAMED LANDINGS 8d TOE-NAIL STRINGER Date: 10-6-14 TO LEDGER I I/2 13E TIMBERSTRAND LVL Scale: STRINGERS PER PLAN CONT. Drawn by. SET ° Checked by I" WEYERHAEUSER STURDISTEP ° 10d TOE NAILS • 8" O.C. Job ked 140604 TREADS COR APPROVED SIMPSON A34 AT EA. STRINGERS PER (LANDINFLOOR G 9 EQUAL) Drawing No.: STRINGER PLAN SIMILAR) —o DRAWING TITLE: WALL STUDS PER PLAN (16" O.C. MAX. SPACING) DBL. TOP PLATE DETAILS C2) I/2��m x 5" SIMPSON TITEN HD SCREW ANCHORS. SIMPSON MIU3.56/14 JOISTS PER PLAN LOCATE 12" FROM EA. END OF 2 x 6 1/4"m x 3" SIMPSON SDS SCREWS SD LET-IN P.T. 2 x 6 2 x 8 LEDGER LET-IN TO FROM LSL TO EA. WALL STUD SCREWS FROMINOTTTCHED 2 x 6 DBL. TOP PLATE STRINGERS W/ (3) Ibd NAILS WALLSTUDS PER PLAN TO EA. JOIST TOP AND BOT. WALL STUDS PER PLAN CONG. SLAB INTO EA. WALL STUD 1 1/2" 13E TIMBERSTRAND LSL CHORD. GOVT. d PROVIDE 300 FELT MOISTURE BARRIER OR a EQUAL UNDER STRINGERS 12 TYP. DETAIL BOT. OF STAIRS g TYP. DETAIL TOP OF STAIRSg DETAIL 3 DETAIL AT STAIR WELL SHEET �] 1 1/2" = I'-0" 3. , 1/2" I'-0" 3. 11/2" 1'-0" 3. 11/2" 1'-0" 0 a7 S3.2