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Plans (134) OFFICE COPY CITY OP TIGARD 4 PN.9'E'5 ' ( ° g REVIEWED FOR CODE COMPLIANCE 0�G �F9 -- . `o I,COrn M rr m 0 v m Appeared: �I l ../ i 8 5 S `° Clj OTC: I I \�a CO � V o �� s REOA! k, . � mY .. � Permit#: 3c�pr�A) F3- �O i il-9 d r eER �2•Nib <v 8 2 g 8 Address: 10 �'i.},s W .n u f h c..., r �� Suite#: -- 94/DREW S 0 ,. By. �� Date: Z -3_1,-J 1 EX5lREs: b -39=261 � iii �'l U VcRp � �k®R nJ6 at z Ay 7.777— I ' 0= U) W / 5 0 t paIr t fix;5 rc ''``eV. `Z. 1/ -' r Qt� CZ W = N p_ � NN cO F�- � 04) w � rn CZ < 0 2 CZ Q z 0 cD 0CE: L° 1= X/Y\ [ 4'.01/2" _] /Y\X 6 0 o ° Q s Et- N W O =Z di > > Z•co 3 H- 3 a w o¢ w a4 'Jr)1. Guards not less than 42" in height are required at the open edge of pore aes or raised floor o- o o co SHEET TITLE surfaces greater than 30" above the floor or grade below. They shall have intermediate rails or STAIR ornamental closures that do not allow the passage of a 4" sphere or mote in diameter. ELEVATION 2. Existing Stairs to remain. A hand rail must be provided on each side between 34" and 38" with a BUILDING "A"1%"to 2" cross section. The handrail gripping surfaces shall be continuous without interruption STAIR ELEVATION BUILDING "A" by obstructions. Handrails shall return to the guard or wall. Handrails shall extend horizontally Y4" = 1'-0" CONTRACTOR TO FIELD 1' beyond the'top riser and continue to slope for one tread beyond the bottom riser. SHEET NO VERIFY ALL DIMENSIONS 11 SCALES SHEET.D SCALEACCORDINNcry R FOR DIFFERENT SIZE SHEET. A-1•1 a In Q 0 r °' E C p o O Ocp PROF o c C? ( '-'-, m V o o m 'A VI - to0 0 < t IA OREGON Aft ,,, �H�REW 6 / , .../\ - ,Q cauaRbi ix, w U Nilo> M L' Pau cz - - r /4 perf..- 2 cn w n_ � Qd- u-) 0 °3 1-- 10in -I Wcz � O V b in sz Q z 0 o ' o A\ r 2 -, o q Q 7,_9,. m z N Li., O S Z } Y z di25 m m Q a.W 0 d W CI 1. Guards not less than 42" in height are required at the open edge of porches or raised floor c, surfaces greater than 30" above the floor or grade below. They shall have intermediate rails or SHEET TITLE: ornamental closures that do not allow the passage of a 4" sphere or more in diameter. STAIR 2. Existing Stairs to remain. A hand rail must be provided on each side between 34" and 38" with a ELEVATION ix"to 2" cross section. The handrail gripping surfaces shall be continuous without interruption STAIR ELEVATION BUILDING "B.. BUILDING by obstructions. Handrails shall return to the guard or wall. Handrails shall extend horizontally y4o = 1r_On 1' beyond the'top riser and continue to slope for one tread beyond the bottom riser. /7 CONTRACTOR TO FIELD ,. SHEET NO: SCALES NOTED ON DRAWINGS ARE FOR VERIFY ALL DIMENSIONS 11"X17•SHEET. SCALE ACCORDINGLY � A_1. FOR DIFFERENT SIZE SHEET. b I ' STRUCTURAL NOTES GENERAL STRUCTURAL NOTES REINFORCED CONCRETE (isi VSE-D) 1. THESE NOTES ARE GENERAL IN NATURE AND ARE INTENDED TO SET MINIMUM 1. CEMENT: ASTM C150 TYPE I OR II. STANDARDS FOR CONSTRUCTION. 2. ALL WORK SHALL BE IN STRICT CONFORMANCE WITH THE 2012 INTERNATIONAL 2. AGGREGATE: ASTM C33, 1-1/2" MINUS AT FOOTINGS AND 3/4" MINUS AT WALLS. BUILDING CODE (IBC) AS AMENDED BY THE STATE OF OREGON (2014 OSSC). ALL 3. WATER: IN CONFORMANCE WITH ASTM C94, BUILDING ELEMENTS AND COMPONENTS AND COMPONENTS NOT SPECIFICALLY DETAILED IN THESE STRUCTURAL CONSTRUCTION DOCUMENTS SHALL BE FABRICATED AND CONSTRUCTED 4. WATER REDUCING ADMIXTURE: ASTM C490 TYPE A, OR F MID RANGE TYPE. IN ACCORDANCE WITH THE MINIMUM STANDARDS CONTAINED IN SECTION 2308 - CONVENTIONAL LIGHT FRAME CONSTRUCTION OF THE IBC AS AMENDED BY THE STATE OF 5. AIR-ENTRAINING ADMIXTURE: ASTM C260. OREGON. 6. STRUCTURAL CONCRETE: Fe = 3,000 PSI 0 28 DAYS. SLUMP SHALL BE 4" +/- 1". 3. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS BEFORE SLUMPS MAY BE INCREASED TO 8" MAXIMUM USING A MID-RANGE WATER REDUCER. AIR CONSTRUCTION. THE ARCHITECT AND ENGINEER SHALL BE NOTIFIED OF ANY ENTRAINMENT SHALL BE 5% +/- 1 Yi% AT EXPOSED EXTERIOR CONCRETE. CONCRETE DISCREPANCIES OR INCONSISTENCIES. SHALL CONTAIN A WATER REDUCER. MAXIMUM WATER CEMENT RATIO SHALL BE .58 FOR 4. THE CONTRACT STRUCTURAL DRAWINGS REPRESENT THE FINISHED STRUCTURE. 3,000 PSI CONCRETE. CONCRETE MATERIALS AND QUALITY SHALL BE IN ACCORDANCE METHODS, PROCEDURES, AND SEQUENCE OF CONSTRUCTION ARE THE RESPONSIBILITY OF WITH CHAPTERS 3 AND 5 RESPECTIVELY OF ACI 318 "BUILDING CODE REQUIREMENTS FOR THE CONTRACTOR. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO STRUCTURAL CONCRETE. MAINTAIN AND ENSURE THE INTEGRITY OF THE STRUCTURE AT ALL STAGES OF 7. TRANSPORTING OF READY-MIX CONCRETE SHALL BE IN ACCORDANCE WITH ASTM C94 CONSTRUCTION. "SPECIFICATION FOR READY-MIXED CONCRETE" AND CONCRETE PLACEMENT, CONSOLIDATION 5. CONSTRUCTION LOADS SHALL NOT EXCEED THE DESIGN LIVE LOAD FOR THE AND CURING SHALL BE IN ACCORDANCE WITH SECTION 5 OF ACI 301 "SPECIFICATIONS FOR STRUCTURE. PROVIDE SHORING AND/OR BRACING WHERE LOADS EXCEED DESIGN CAPACITY STRUCTURAL CONCRETE". AND WHERE STRUCTURES HAVE NOT ATTAINED DESIGN STRENGTH. 8. HOT-WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH ACI 305 "HOT WEATHER CONCRETING'. COLD WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH ACI 306 ACI 306 "COLD WEATHER CONCRETING" AND ACI 306.1 "STANDARD SPECIFICATION FOR COLD DESIGN LOADS WEATHER CONCRETING'. FLOOR LOADS: 9, STRENGTH TESTING OF CONCRETE SHALL BE IN ACCORDANCE WITH SECTION 1.6 OF ACI DL 15 PSF 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE". CONCRETE TESTS SHALL BE MADE LL 40 PSF FOR EACH 100 CU. YDS. OF CONCRETE PLACED. ROOF I GADS• REINFORCING STEEL ROOF DL 15 PSF ROOF LL 25 PSF 1. REINFORCING STEEL: ASTM A 615 GRADE 60 DEFORMED BARS. SNOW LOADS: 2. FABRICATION AND PLACEMENT SHALL BE IN ACCORDANCE WITH CRSI MSP-1 "MANUAL GROUND SNOW LOAD 25 PSF OF STANDARD PRACTICE" AND SECTION 3 OF ACI 301 "SPECIFICATIONS FOR STRUCTURAL FLAT ROOF SNOW LOAD 25 PSF, USE 25PSF MIN CONCRETE. SNOW EXPOSURE FACTOR, Ce 1.0 3. REINFORCING STEEL LAP SPLICES NOT OTHERWISE INDICATED SHALL BE ACI STANDARD SNOW LOAD IMPORTANCE FACTOR, Is 1.0, CATEGORY II CLASS B IF SPLICED AT THE SAME LOCATION OR CLASS A IF SPLICES ARE STAGGERED THERMAL FACTOR, Cl 1.2 BETWEEN ADJACENT BARS ONE LAP LENGTH MINIMUM. WIND DESIGN CRITERIA: 4. UNLESS OTHERWISE INDICATED, MINIMUM CLEARANCE FOR REINFORCING STEEL SHALL BASIC WIND SPEED (ULTIMATE WIND SPEED) 120 MPH BE 3" FOR CONCRETE CAST AGAINST EARTH; FOR CONCRETE EXPOSED TO EARTH OR WIND IMPORTANCE FACTOR, Iw 1.0, CATEGORY II WEATHER, 1 1/2" FOR #5 AND SMALLER BARS AND 2" FOR #6 AND LARGER BARS. WIND EXPOSURE FACTOR EXPOSURE B INSTALL WITH PROPER BAR SUPPORTS PRIOR TO CONCRETE PLACEMENT. EARTHQUAKE OFSIGN CRITERI&; 5. PROVIDE CORNER BARS OF THE SAME SIZE AND SPACING AS THE HORIZONTAL SEISMIC IMPORTANCE FACTOR, le 1.0, CATEGORY II REINFORCEMENT. SEISMIC USE GROUP GROUP I SPECTRAL ACCELERATION, Ss N/A FORM WORK SPECTRAL ACCELERATION, S1 N/A SITE CLASS SITE CLASS D 1. CONSTRUCTION. SHORING AND BRACING OF FORMWORK SHALL BE IN ACCORDANCE WITH SEISMIC DESIGN CATEGORY, SOC CATEGORY D SECTION 2 OF ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE". RESPONSE MODIFICATION FACTOR, R N/A SEISMIC RESPONSE COEFFICIENT. Cs N/A 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DESIGN. CONSTRUCTION. SEQUENCING DESIGN BASE SHEAR, V N/A. AND SAFETY OF ALL FORMWORK AND SHORING. CONCRETE ACCESSORIES SPECIAL INSPECTIONS 1. PREMOLDED JOINT FILLER: ASTM 01751 ASPHAULT-SATURATED FIBER TYPE. AN INDEPENDENT TESTING LABORATORY CHOSEN BY THE OWNER SHALL PROVIDE SPECIAL 2. SMOOTH DOWELS: ASTM A36 ROUND BARS. PROVIDE WITH SLEEVES AT ONE SIDE OF INSPECTIONS IN ACCORDANCE WITH CHAPTER 17 OF THE INTERNATIONAL BUILDING CODE THE JOINT. FOR THE FOLLOWING AREAS OF WORK. 1. CONCRETE: SUBMITTALS CYUNDER TESTS, SLUMP TESTS, AIR CONTENT DURING PLACEMENT OF REINFORCING STEEL & ANCHOR BOLTS 1. THE CONTRACTOR SHALL SUBMIT TO THE ENGINEER PRIOR TO DURING PLACEMENT OF CAST-IN-PLACE CONCRETE (CIP) FABRICATION/INSTALLATION ALL SHOP DRAWINGS, PRODUCT DATA, ETC. NECESSARY FOR (CONCRETE SPECIAL INSPECTION IS NOT REQUIRED FOR CONCRETE STRENGTHS LESS THAN PERFORMANCE OF THE WORK IN THE SHOP AND AT THE SITE. 2500 PSI WHEN AN APPROVED MIX DESIGN IS SUBMITTED FOR REVIEW BY THE ENGINEER) - REINFORCING STEEL SHOP/PLACEMENT DRAWINGS 2. ALL EPDXY ANCHORAGE (BOLTS AND REINFORCING) - CONCRETE MIX DESIGNS THE FOLLOWING COMPANIES HAVE BEEN PRE-APPROVED FOR SPECIAL INSPECTION. /'�[' �± ALTERNATIVES SHALL BE SUBMITTED TO AND APPROVED BY THE ENGINEER PRIOR TO USE: STRUCTURAL STEEL (AJV • V MO) CARLESON TESTING. INC MAYS TESTING ENGINEERS. INC. 1, STRUCTURAL STEEL SHALL CONFORM TO ASTM A53, GRADE B FOR PIPE SECTIONS. 8430 SW HUNZIKER ROAD 7911 NE 33RD DRIVE. SUITE 190 ASTM A500, GRADE B FOR TUBE SECTIONS AND ASTM A572, GRADE 50 FOR OTHER TIGARD, OREGON 97281 PORTLAND. OREGON 97211 STRUCTURAL SHAPES. EXCEPT AS NOTED ALL STRUCTURAL STEEL IS TO BE PAINTED (503) 684-3460 (503) 281-7579 AFTER FABRICATION. ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN PROFESSIONAL SERVICES INO. (PSI) GLAIR COMPANY CONFORMANCE WITH THE AISC MANUAL OF STEEL CONSTRUCTION, CURRENT EDITION. NO 6302O S. CUTTERS VS SUITED. 480525 NW 2ND HOLES OTHER THAN THOSE SPECIFICALLY DETAILED SHALL BE ALLOWED THROUGH PORTLAND. OREGONCIRCLE.9721755 NW 2 STREETE 97330 STRUCTURAL STEEL MEMBERS. NO CUTTING OR BURNING OF STRUCTURAL STEEL WILL BE (503) ND-1778 PERMITTED WITHOUT PERMISSION OF THE ENGINEER. (541) 758-1302 2. HIGH STRENGTH BOLTING SHALL BE BOLTS CONFORMING TO ASTM A325 HIGH (� STRENGTH STEEL UNLESS OTHERWISE SHOWN. ALL JOINT CONTACT SURFACES SHALL BE O� CLEAN AND FREE FROM OIL DIRT AND PAINT. USE TURN-OF-THE-NUT METHOD OR LOAD FOUNDATIONS JO~C VStc INDICATION WASHERS. I. REFER TO THE GEOTECHNICAL REPORT PREPARED BY DATED FOR 3. STRUCTURAL STEEL WELDING SHALL BE DONE BY AWS CERTIFIED WELDERS AND SHALL SUBSURFACE CONDITIONS AND FOUNDATION RECOMMENDATIONS, CONFORM TO AWS D1.1 LATEST EDITION. ALL BUT WELDS ARE COMPLETE PENETRATION UNLESS NOTED OTHERWISE. WELD FILLER METAL SHALL BE AWS A5.1 OF A5.5 E7OXX 2. FOOTINGS HAVE BEEN DESIGNED FOR AN ALLOWABLE BEARING PRESSURE OF 1,500 ELECTRODES. PSF, 4. SPECIAL INSPECTIONS (OWNER FURNISHED) IS REQUIRED IN ACCORDANCE WITH THE IBC 3. EARTH RETAINING WALLS HAVE BEEN DESIGNED FOR A LATERAL PRESSURE OF 35 PCF ON THE FOLLOWING PORTIONS OF THE WORK, (ACTIVE). - ALL STRUCTURAL STEEL WELDING NOT PERFORMED IN AN APPROVED SHOP - ALL STRUCTURAL FIELD WELDING 4. SLIDING RESISTANCE HAS BEEN DESIGNED USING AN ALLOWABLE PASSIVE EARTH - ALL HIGH STRENGTH BOLTING PRESSURE OF 250 PCF AND A COEFFICIENT OF FRICTION 00 0.30. - EPDXY AND EXPANSION ANCHORS INSTALLED IN CONCRETE 5. GRANULAR FILL: 3/4' OR 1 Si" MINUS CRUSHED AGGREGATE BASE AS INDICATED OF SHOP DRAWING SUBMITTALS UNIFORM GRADATION FROM COARSE TO FINE IN ACCORDANCE WITH SECTION 02630 OF THE _ STRUCTURAL STEEL STATE OF OREGON. DEPARTMENT OF TRANSPORTATION "STANDARD SPECIFICATIONS FOR - CERTIFICATIONS FOR STRUCTURAL STEEL, WELDING RODS AND BOLTS HIGHWAY CONSTRUCTION". GRANULAR FILL SHALL BE PLACED IN LIFTS NOT TO EXCEED 8" - MATERIALMASOL AND CONCRETE REINFORCEMENT LOOSE MEASURE AND COMPACTED TO NOT LESS THAN 95% RELATIVE COMPACTION AT - MATERIAL CERTIFICATIONS FOR MASONRY BLOCKS. GROUTING AND STEEL REINFORCEMENT OPTIMUM MOISTURE CONTENT +/- 2% AS DETERMINED BY ASTM 01557. - MANUFACTURED WOOD TRUSSES 6. FOOTINGS SHALL BE CARRIED INTO FIRM, NATURAL, UNDISTURBED. STABLE, NATIVE SOIL THAT IS FREE OF ORGANIC AND OTHER OBJECTIONABLE MATERIALS OR SHALL BE PLACED ON COMPACTED GRANULAR FILL. 0 •D 7. NO BACKFILL SHALL BE PLACED BEHIND CANTILEVERED WALLS UNTIL THE CONCRETE ----v 4417>.��^ HAS ATTAINED 100% OF ITS SPECIFIED COMPRESSIVE STRENGTH. '. r �� ` ,, 4ym -n In z 8. COMPACTION TESTING SHALL BE IN ACCORDANCE WITH ASTM D2922. ,'q " O ~O • o:, 'RI Nam 0 d N D z rrt ,3 rn '(lt /�a "G • pi., o ` +{�� 0 {o o` A CO COPYRIGHT2018 OAK TREE APTS. REPAIRS JAS ENGINEERING 1419 Washington St, Z w FINNMARK PROPERTY SERVICES LLC Suite 100 I c $ I G055 SW 108TI1 AVE, A 0 DESIGN BY: JAs G Oregon City,Oregon 97045 c m c DRAWN BY: DAs TIGARD, OR 97224 - , _. Work:503-657-9800 l co Cell: 503-449-3080 JAS PROJ.NO: 17-069 Andy@jasenginc.com r"" ISSUE DATE: 5/09/2018 r , ODESIGNATES TYPICAL SHEAR PANEL CONSTRUCTION CNOT y SLD, SHEARWALL SCHEDULE MARX SHEATHING FASTENERS 0 EDGE 0 FIELD ANCHOR BOLTS SOLE PLATE NOTES A 15/32' COX 26D//FT. COMMON NAILS Bd 0 6' O.C. 8d 0 12' 0.C. 5/8" DIA. O 48' O.C. 3-16d 0 16" O.C. w/3x3xi/4 PLATE WASHERS 0 A.B. B 15/32' COX 380//FT. COMMON NAILS 84 0 4' O.C. ad 0 12' O.C. 5/8' DIA. O 18- O.C. 3-16d 0 16' O.C. w/34331/4 PLATE WASHERS 0 A.B. C 15/32' COX 490//FT, COMMON NAILS 8d 0 3' O.C. 8d 0 12" O.C. 5/8" DIA. 0 24' O.C. 4-20d 0 16" 0.C. w/ 3430/4 PLATE WASHERS 0 A.B. IN 2x SILL PLATE D 15/32' COX 640//FT. COMMON NAILS Bd 0 2' O.C. 8d 0 12' 0.C. 5/8' DIA. 0 18' O.C. 3-20d 0 B' O.C. w/ 3x3x1/4 PLATE WASHERS 0 A.B. IN 2x SILL PLATE (USE 2x ANCHOR (USE 2x NAILING BOLTS FOR SW REQUIRED FOR SW EACH SIDE) EACH SIDE) NOTES: USE 5/8" DIA. ANCHOR BOLTS WTH SIMPSON SET XP ADHESIVE. EMBED 7'MIN. AT NOTED SPACING IN EXISTING CONCRETE WALL. ADESIGNATES TYPICAL HOLDOWN TYPE (..rJpI. VSEo) STRUCTURAL PANEL NOTES (A)OZ VSEV) I. THE LOCATION OF REQUIRED STRUCTURAL PANELS HAVE BEEN NOTED FOR CLARITY. O HOLDOWN SCHEDULE (SEE NOTE) 2. ALL EXTERIOR WALLS SHALL BE OF TYPE A CONSTRUCTION EXCEPT AS NOTED OTHERWISE. MARK HOLDOWN NOTES 3, SWA SHALL HAVE 2-INCH NOMINAL FRAMING AND SIMS, SWC k SW9 SHALL BE BACKED I MST 37 w/MIN. DOUBLE STUDS 1,725/ WITH 3-INCH NOMINAL OR WIDER FRAMING AT ALL PANEL EDGES. PANELS MAY BE 2 HDU2 - SDS2.5 SSTB IB 13" EMBED w/MIN. DOUBLE STUDS 7,075 INSTALLED EITHER HORIZONTALLY OR VERTICALLY, UNLESS OTHERWISE NOTED, PANELS / SHALL BE INSTALLED ON STUDS SPACED A MAXIMUM 16" ON CENTER. 3 MST 48 w/MIN. 4x POSTS 3.215/ 4. HOLDOWNS OCCUR AT ENDS OF STRUCTURAL PANELS AND SHALL FASTEN TO A MIN. 4 HDU4 - SDS2.5 SB1%24 18" EMBED w/MIN. the POSTS 4,565/ OF (2) STUDS UNLESS OTHERWISE NOTED. CONNECTION HARDWARE IS BY THE SIMPSON COMPANY OF SAN LEANDRO, CA. ALL STEEL CONNECTORS SHALL BE GALVANIZED OR BY 5 HDUS - SDS2.5 SBiX24 18" EMBED w/MIN. 4x POSTS 5.645/ SOME METHOD MADE CORROSION RESISTANT. UNLESS OTHERWISE INDICATED. PROVIDE BOLTED OR NAILED CONNECTIONS FOR THE MAXIMUM CAPACITY UNLESS NOTED OTHERWISE. 6 MST 60 w/MIN. 4x POSTS 4,600/ CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE EITHER POST HOT-DIP GALVANIZED OR STAINLESS STEEL. 8 HDUB - SDS2.5 SSTB 36 29" EMBED w/MIN, 6x POSTS 7,870/ 5. WOOD STRUCTURAL PANELS SHALL BE 15/32" C-D INTERIOR-TYPE BONDED WITH 11 HDU11 - S052.5 SB1X30 24" EMBED w/MIN. 6x POSTS 9,535/ EXTERIOR GLUE (COX) CONFORMING TO APA REQUIREMENTS FOR WALL SHEATHING OR AS 12 (2) MST 72 (ONE EACH SIDE) w/MIN, (ix POSTS 10.160/ DFlR POSTS INDICATED IN THESE PLANS. PARTICLEBOARD AND OSB ARE NOT PERMITTED. MINIMUM NAILING IS 8d 0 6' 0.C. AT PANEL EDGES AND 8d 0 12" O.C. IN THE FIELD. ALL NAILS 14 HDU 14-SD52.5 ./MIN. 6x POSTS 14,445i ARE COMMON OR GALVANIZED BOX NAILS. BLOCKING IS REQUIRED AT PANEL JOINTS UNLESS OTHERWISE NOTED. NOTES: FOR HDU2 & HDUS USE 5/B' DIA. ANCHOR W/SIMPSON SET XP ADHESIVE EMBED 10" MIN. 6. CONNECT RIM JOIST /BLOCKING TO WALL TOP PLATE AS FOLLOWS: SWA SIMPSON A35 FOR HDUB A: HDUT1 USE 7/8" DIA ANCHOR W/SIMPSON SET XP ADHESIVE EMBED 15" MN. SI 16' O.C.; SMB SIMPSON 0.C. A35 0 12" O.C.; SWC (2) SIMPSON A 35 0 IS" O.C.; SWD (2) SIMPSON A 35 0 12' O.C. 7. SPECIAL INSPECTION (OWNER FURNISHED) IS REQUIRED IN ACCORDANCE WITH THE IBC ON THE FOLLOWING PORTIONS OF WORK. -ALL SHEAR WALLS AND FLOOR DIAPHRAGMS WITH EDGE NAILING LESS THAN 4" OC. MANUFACTURED WOOD BEAMS & JOISTS 1. ROOF AND FLOOR FRAMING DESIGNATED TJI, LVL, TJH, PSL AND MICROLAM SHALL BE PREMANUFACTURED CONNECTION HARDWARE MANUFACTURED BY THE TRUSS JOIST CORPORATION. 1. CONNECTION HARDWARE IS BY THE SIMPSON COMPANY OF SAN LEANDRO, CA. ALL 2. ALTERNATE MANUFACTURER MUST BE APPROVED BY THE ENGINEER. PROVIDE SHOP STEEL CONNECTORS SHALL BE GALVANIZED OR BY SOME METHOD BE MADE CORROSION DRAWINGS AND ENGINEERING BEARING THE STAMP OF A REGISTERED PROFESSIONAL RESISTANT, UNLESS OTHERWISE INDICATED. ENGINEER UCENSED IN THE STATE OF OREGON. 2. PROVIDE BOLTED OR NAILED CONNECTIONS FOR THE MAXIMUM CAPACITY UNLESS 3. MANUFACTURER SHALL SUPPLY JOISTS. BRIDGING, HANGERS, BLOCKING, NOTCHED OTHERWISE NOTED. PLATES AND ALL OTHER ACCESSORIES NECESSARY FOR THE PROPER ERECTION AND PERFORMANCE OF THE PRODUCT. 3. CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE EITHER POST HOT DIPPED GALVANIZED OR STAINLESS STEEL. 4. THE PRODUCT SHALL BE ERECTED AND BRIDGED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS AND SPECIFICATIONS. THE MANUFACTURER SHALL SHEATHING INSPECT INSTALLED ITEMS FOR PROPER INSTALLATION. 1. CONSTRUCTION PANELS SHALL BE IDENTIFIED WITH THE APPROPRIATE TRADEMARK OF 5. MICROLAM BEAMS, MINIMUM DESIGN VALUES THE AMERICAN PLYWOOD ASSOCIATION (APA), AND SHALL MEET THE REQUIREMENTS OF Fb = 2,600 PSI; Fv - 285 PSI; Fc-1- = 750 PSI; E = 2.000 KSI THE LATEST EDITION OF THE U.S. PRODUCT STANDARD PSI OR APA PERFORMANCE STANDARDS PRP-108. 6. PARALLAM BEAMS, MINIMUM DESIGN VALUES Fb = 2,900 PSI; Fv = 290 PSI; Fc-1- = 750 PSI; E = 2,200 KSI 2. MINIMUM PANEL THICKNESS SHALL BE 15/32" C-D EXTERIOR GLUE OR AS INDICATED ON THE PLANS. PARTICLEBOARD IS NOT PERMITTED. GI urn LAMINATED_BEAMS (GI 81 - 3. MINIMUM NAILING IS 8d 0 6' AT PANEL EDGES AND 8d 0 12" IN THE FIELD. ALL 1. GLULAM BEAMS ARE TO BE MANUFACTURED, TRANSPORTED, AND INSTALLED IN NAILS ARE GALVANIZED COMMON OR BOX NAILS. BLOCKING IS REQUIRED AT PANEL EDGES ACCORDANCE WITH THE REQUIREMENTS OF THE AITC. WHERE NOTED ON THE PLANS. 2. SPECIFY ARCHITECTURAL GRADE FINISH AND EXTERIOR ADHESIVE UNLESS NOTED MANUFACTURED ROOF TRIISSF4 OTHERWISE. USE 24F-V4 FOR SIMPLE SPANS AND 24F-V8 FOR CONTINUOUS SPANS AND CANTILEVER CONDITIONS. 1. MANUFACTURED ROOF TRUSSES SHALL BE AT 24" CENTERS AND SHALL HAVE A MINIMUM OF 2X4 TOP CHORDS AND BOTTOM CHORDS FOR WOOD TRUSSES. 3. MINIMUM DESIGN VALUES: 24F-V4: Fb = 2,400 PSI; Fv = 265 PSI; Fc = 1650 PSI; E = 1,700 KSI 2. TRUSSES SHALL BE DESIGNED FOR SPECIFIED ROOF LOADS. STRUCTURAL 24F-V8: Fb = 2,400 PSI; Fv = 265 PSI; Fc = 1650 PSI; E = 1,700 KSI CALCULATIONS SHALL BE SEALED BY AN OREGON LICENSED PROFESSIONAL ENGINEER AND SOLID SAWN LUMBER SUBMITTED TO THE ENGINEER FOR REVIEW AND APPROVAL THEN THE BUILDING DEPARTMENT PRIOR TO FABRICATION AND INSTALLATION. 1. STRUCTURAL LUMBER SHALL 8E DOUGLAS FIR CONFORMING TO WWPA GRADING RULES. 3. MANUFACTURER SHALL PROVIDE BRACING. BLOCKING. HANGERS. HOLDOWNS AND ALL ACCESSORIES REQUIRED FOR PROPER INSTALLATION. 2. MINIMUM GRADES ARE, EXCEPT AS NOTED OTHERWISE: JOISTS AND PLANKS - /2 4. SHOP DRAWINGS SHALL PROVIDE PLACING AND ERECTION DIRECTION TO THE INSTALLER. STRUCTURAL SEAMS AND STRINGERS - 1 CALCULATIONS AND SHOP DRAWINGS SHALL INCLUDE COMMON IDENTIFYING MARKS TO POSTS AND TIMBERS - /1/ FACILITATE SHOP DRAWING REVIEW. STUDS - 12 3. DOUBLE JOISTS BELOW ALL PARALLEL WALLS AND/OR PARTITIONS. 4. NOTCHING IS NOT PERMITTED IN JOISTS, RAFTERS, BEAMS. LINTELS, COLUMNS, TRUSSES AND BRACING MEMBERS. 5. PRESSURE TREATED LUMBER SHALL CONFORM TO THE AWPA. ALL LUMBER IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED WITH ACZA TO A MINIMUM RETENTION OF 0.25 POUNDS PER CUBIC FOOT BY ASSAY. 6. NAILING SHALL BE WITH COMMON NAILS IN CONFORMANCE WITH TABLE 2304.9.. 2006 IBC UNLESS NOTED OTHERWISE. 7. PROVIDE STANDARD 3'X 3" X 0.229' STEEL PLATE WASHERS UNDER ALL INTERMEDIATE ANCHOR BOLT HEADS AND NUTS AT THE SILL PLATE. USE STANDARD WASHERS FOR ALL -- OTHER BOLT HEADS AND NUTS IN CONTACT WITH WOOD. IN -T 2 ,`R /` 0 - p D j A xX �a y N 1 1 1* I'll T Op3mo Z3 37 Z M I F 33 mi y -1 0C - AD •r � 'a = S11 = � o 61 � 9 I -bI f � y C3 . m' 1s � G I � m to <T 0 71 N COPYRIGHT2018 OAK TREE APTS. REPAIRS JAS ENGINEERING FINNMARK PROPERTY SERVICES LLC 1419 Washington St, N 0 Z C = Suite 100 R O 0 9 16055 SW 105TH AVE, " / Oregon City, Oregon 97045 =1 ,, DESIGN BY: JAS " Work: 503-657-9800 co c m DRAVVNBY: DAs TIGARD, OR 97224 � • Cell: 503-449-3080 D JAS PROJ.NO: 17-069 F,N 43 1 N F F R I N a Andy@jasenginc.com r ISSUE DATE: 5/09/20I 8 < 0 -mo z -< r0 I— -I v0 m 0 z0 Cl) :!:!o I I m zr cnv (-----1 7 4" �I 13'-10" tc.iJ T m e I 3Yz x 13Y GLB PT REPLACE DAMAGED STRINGERS A 1— x 9 N 0a I°0 =_.......) C O NN V\ D1 /f I D mz vo o _r * D r r __---'9 TI XI g Z G) ii O > - I I o- o - T 0XD CO pFr O rIra'N C N�Z �� �i DC.) N3A c'm� = (A P2 °< ila r"i D s c� cri z 3 A N O ITI ca COCP COPYRIGHT 2018 OAK TREE APTS. REPAIRS C -n JAS ENGINEERING FINNMARK PROPERTY SERVICES LLC 1419 Washington St, Cl) r" 'p V) r < Suite 100 • m 0 I— > —I 16055 SW 108TI1 AVE, I Oregon City, Oregon 97045 = z D D DESIGN BY: JAS TIGARD, OR 97224 l Work: 503-657-9800 m ° G) Z Z 5 g DRAWN BY: DA5 !� ' - Cell: 503-449-3080 C) JAS PROJ.NO: 17-069 Andy@jasenginc.com DISSUE DATE: 5/09/20 18 • , < 0 m0 � z - X rn r -i D0 - P7 0 zm 0 co r om I 1 zr Cl, v D 1 D z D mz O O O - (----j D r r 1 ----.''') N m k I 0, A 3Yz x 13%2 GLB PT REPLACE DAMAGED STRINGERS x �� N 4" 4 13'-10" —�` 1 J o - - D I I o Z awn CO73X D oar z,mC m ° I — z� ,.m e ,, c„,„. mnZ �' A o . Q . �.D, o C m om mo0 CO Ms c mc _ C') nz `� O Co r11 o D �m N - rh +tT j a CO COPYRIGHT 2018 OAK TREE APTS. REPAIRS C m FINNMARK PROPERTY SERVICES LLC JAS ENGINEERING 4 1419 Washington St, r N T Suite 100 N v_ r �y ..1 16055 SW 108TI1 AVE, SOregon City, Oregon 97045 _, Z o z D n DESIGN BY: AS TIGARD, OR 97224 Work. 503-657-9800 0Z Z X m DRAWN BY: DA5 Cell: 503-449-3080 C)YOU JAS PROJ.NO: 17-063 ENOINRERING Andy@jasenginc.com p ISSUE DATE: 5/03/2018 In O 2x6 0000 0 2x4PT CEDAR c 2a co c c -• v c L TO V N I� NO V MOO N O C n 2x HANDRAIL 2 x 4 PT LTC OCC o d 2x4PT \ \ \ 1 _5 0 4x4PT V A N \ 4x4PT /�UW4J ( . POST \ \ N N. \ POST Z OREGON a) N \ \ • POST 8ER 12, \ N. • . \ 2 x 6 / 44,DREW S � t \ N • N. \ CEDAR d (E)4x6@32"OC •lir -NN-\ \ \ N. \ \ \ \ \ \ 2x2@5"OC (E)4 x 12 L _\ N. \ N. \ ` (TYP.) \ \ \ \ \ \ \ SIMPSON E N. N. \ LSSU410 � \ N. \r _\ \ J • 1-\ \ \ \ \ U > \ \ OZ W 3Y X 13y GLB PT \ \ \ \ \ oL 117 lu <? (REPLACE DAMAGED _ - \ N \ N. Q STRINGERS) N. N. N \ N \ w OZ Q d- / -• _\ N. 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