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Plans (115) OFFICE COPY OFFICE COPY - R C pA, o CITY OF TIGARD LIA ; �. io �' ., aa co 0 c_ a) o REVIEWED FOR CODE COMPLIANCE ,� Approved: j 1,1 8 5 S °I w`) cD OTC: [ I AY3 ? '1.018 I t OIN1 oo in SUBJECT TO za ORE ON e� Y Permit#: Br aO 1 R CJ n r�_ fR - t �'' ‘2%. �°' 4, - �- n o a Address: ONSITE REVIEW 91PI ,h Vi ,z,' 2. Id (114 1 ►04 RF ,ck,t nunccr - u r �'NDREWS.\ By: Date: 6- / / -11--t& as 40 ..11111 ift rer000fi1 I`, 0-= N • w '-j-. P CZ lll 0- an a — wU `p LU 40 Q z l--- O u= _ 03 X/Y\ 4'-0�2" / I l Q g ° o l7'-9" l °°z N W O 2 Z } Y o. 1''- Wood structural members that are =0 m m ° exposed to the weather to be }W a W IPressure Treated ar decay resistant °, o a N 1. Guards not less than 42" in height are required at the open edge of porches or raised floor per 317.1,3 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 more in diameter. ELEVATION 2. Existing Stairs to remain. A hand rail must be provided on each side between 34" and 38" with a 1 X"to 2" cross section. The handrail gripping surfaces shall be continuous without interruption STAIR ELEVATION BUILDING "A" BUILDING "A" by obstructions. Handrails shall return to the guard or wall. Handrails shall extend horizontally %q" = 1'-0" CONTRACTOR TO FIELD 1' beyond the lop riser and continue to slope for one tread beyond the bottom riser. SHEET No. SCALES NOTED ON DRAWINGS ARE FOR VERIFY ALL DIMENSIONS —~ 11"X17"SHEET. SCALE ACCORDINGLY A-1.1a FOR DIFFERENT SIZE SHEET. v 0 r-- a) o o E rn o ��� QROp-, hII GEjam - A coo 0 < . V.1. OREGON c'? � ,> 0 kit 4NDREW5 \ \ WtR,....E.s.k:- c;'"--..zo,I , N'' / eitu -Ic- t$ 1101*I" pi 1 O I J ___ --— W 0 1111-01)C.A14--9 1745" Q . ----74 ----- CZ 111 cn 0 ciro MQ CZ d7 11 i— 1 IO IL Z Q z ! a � o X/ \ 1 4'-61/2" 1 / Xco o m 1 7'-9coZ " N W O Li =Z >- Y Z Q - CO CO O }W Z 3 d W • 11. Guards not less than 42" in height are required at the open edge of porches or raised floor o o ' in ssurfaces 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 1%"to 2" cross section. The handrail gripping surfaces shall be continuous without interruption STAIR ELEVATION BUILDING "B.. BUILDING "B" by obstructions. Handrails shall return to the guard or wall. Handrails shall extend horizontally � et _ � wl 1' beyond the'top riser and continue to slope for one tread beyond the bottom riser. �4 1 -0 CONTRACTOR TO FIELDSHEET NO ---- SCALES NOTED ON DRAWINGS ARE FOR VERIFY ALL DIMENSIONS FOR DI SHEFEREN SIZE SHECORDINGLY A-1.1b FOR DIFFERENT SIZE SHEET. STRUCTURAL NOTES GENERAL STRUCTURAL NOTES REINFORCED CONCRETE (NcT 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. AGGREGATE: ASTM C33, 1-1/2" MINUS AT FOOTINGS AND 3/4" MINUS AT WALLS. 2. ALL WORK SHALL BE IN STRICT CONFORMANCE WITH THE 2012 INTERNATIONAL 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. 3. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS ELEVATIONS BEFORE 6. STRUCTURAL CONCRETE: ('c = 3,000 PSI 0 28 DAYS. SLUMP SHALL BE 4" +/- 1". CONSTRUCTION.. TEONTTHE ARCHITECTVANDYLL DI ENGINEER SHALL ANDE ELENOVATIONS OF ANY SLUMPS MAY BE INCREASED TO 8" MAXIMUM USING A MID-RANGE WATER REDUCER. AIR DISCREPANCIES OR INCONSISTENCIES. ENTRAINMENT SHALL BE 5% +/- 1 14% AT EXPOSED EXTERIOR CONCRETE. CONCRETE 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 LOADS: 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, Ct 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 WINO 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 DESIGN CRITERIA: 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 D1751 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 CYLINDER 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. 1/�'� `V'�Fc ALTERNATIVES SHALL BE SUBMITTED TO AND APPROVED BY THE ENGINEER PRIOR TO USE: STRUCTURAL STEEL (der o) 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 IND. (PSI) GLAIR COMPANY CONFORMANCE WITH THE AISC MANUAL OF STEEL CONSTRUCTION. CURRENT EDITION. NO HOLES OTHER THAN THOSE SPECIFICALLY DETAILED SHALL BE ALLOWED THROUGH 6302 N. CUTTER CIRCLE, SUITE 480 525 NW 2ND STREET STRUCTURAL STEEL MEMBERS. NO CUTTING OR BURNING OF STRUCTURAL STEEL WILL BE PORTLAND, OREGON 97217 CORVALLIS, OREGON 97330 (503) 289-1778 (541) 758-1302 PERMITTED WITHOUT PERMISSION OF THE ENGINEER. 2. HIGH STRENGTH BOLTING SHALL BE BOLTS CONFORMING TO ASTM A325 HIGH ` , VSE ` STRENGTH STEEL UNLESS OTHERWISE SHOWN. ALL JOINT CONTACT SURFACES SHALL BE FOUNDATIONS (NO� CLEAN AND FREE FROM OIL DIRT AND PAINT. USE TURN-OF-THE-NUT METHOD OR LOAD INDICATION WASHERS. 1. 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 E70XX 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 OD 0.30. - EPDXY AND EXPANSION ANCHORS INSTALLED IN CONCRETE 5. GRANULAR FILL: 3/4" OR 1 14" MINUS CRUSHED AGGREGATE BASE AS INDICATED OF SHOP DRAWING SUBMITTALS UNIFORM GRADATION FROM COARSE TO FINE IN ACCORDANCE WITH SECTION 02630 OF THE STATE OF OREGON, DEPARTMENT OF TRANSPORTATION "STANDARD SPECIFICATIONS FOR - STRUCTURAL STEEL HIGHWAY CONSTRUCTION". GRANULAR FILL SHALL BE PLACED IN LIFTS NOT TO EXCEED 8" - MATERIAL CERTIFICATIONS FOR STRUCTURAL STEEL. WELDING RODS AND BOLTS LOOSE MEASURE AND COMPACTED TO NOT LESS THAN 95% RELATIVE COMPACTION AT - MASONRY AND CONCRETE REINFORCEMENT OPTIMUM MOISTURE CONTENT +/- 2% AS DETERMINED BY ASTM D1557. - MATERIAL CERTIFICATIONS FOR MASONRY BLOCKS, GROUTING AND STEEL REINFORCEMENT - 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 X_D 7. NO BACKFILL SHALL BE PLACED BEHIND CANTILEVERED WALLS UNTIL THE CONCRETE le'0 HAS ATTAINED 100% OF ITS SPECIFIE1 WID COMPRESSIVE STRENGTH. t ./1Fj1/ Z 8. COMPACTION TESTING SHALL BE IN ACCORDANCE WITH ASTM D2922. (� -a 0 °�Cr al Z y o m p ya'' Q F� • ' y 0 0 CI) � 'fT1 t s. �" N 2. rTT rTt ^C1 C7 !n R1 pl �""' ' • 70 N .rte �Y 2 .<TO 0 N COPYRIGHT 2018 OAK TREE APTS. REPAIRS JAS ENGINEERING 1419 Washington Z FINNMARK PROPERTY SERVICES LLC g on St, N 0 C m I ._ Suite 100 . --I 1 DESIGN BY: JA5 Oregon City,Oregon 97045 0 p N C m DRAWN BY: DAS �"^ \` Work: 503-657-9800 , Cell: 503-449-3080 JAS PROJ.NO: 17-069 ENC N s e R s Andy@jasenginc.com 17 ISSUE DATE: 5/09/20 18 • ODESIGNATES TYPICAL SHEAR PANEL CONSTRUCTION (NON Ni W.D) SHEARWALL SCHEDULE MARK SHEATHING FASTENERS 0 EDGE 0 FIELD ANCHOR BOLTS SOLE PLATE NOTES A 15/32" CDX 2601/FT. COMMON NAILS 8d 0 6" O.C. 8d 0 12" O.C. 5/8" DIA. 0 48' O.C. 3-16d 0 16" O.C. w/3x3x1/4 PLATE WASHERS 0 A.B. B 15/32" CDX 380#/FT. COMMON NAILS 8d 0 4" O.C. 8d 0 12" O.C. 5/8" DIA. 0 18' O.C. 3-16d 0 16" O.C. w/ 3x3x1/4 PLATE WASHERS 0 A.B. C 15/32" CDX 490#/FT. COMMON NAILS 8d 0 3" O.C. 8d G 12" O.C. 5/8" DIA. 0 24" O.C. 4-20d 0 16" O.C. w/3x3x1/4 PLATE WASHERS 0 A.B. IN 2x SILL PLATE D 15/32"CDX 640#/FT. COMMON NAILS 8d 0 2" O.C. Bd 0 12" O.C. 5/8" DIA. 0 18" O.C. 3-20d 0 8" O.C. w/3x3x1/4 PLATE WASHERS 0 A.B. IN 2x SILL PLATE (USE 2x ANCHOR (USE 2z NAILING BOLTS FOR SW REQUIRED FOR SW EACH SIDE) EACH SIDE) NOTES: USE 5/8"DIA. ANCHOR BOLTS WITH SIMPSON SET XP ADHESIVE. EMBED 7" MIN. AT NOTED SPACING IN EXISTING CONCRETE WALL. ADESIGNATES TYPICAL HOLDOWN TYPE CNOT use()) STRUCTURAL PANEL NOTES (No\ VW-I)) O 1. THE LOCATION OF REQUIRED STRUCTURAL PANELS HAVE BEEN NOTED FOR CLARITY. 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 SWB, SWC & SWO SHALL BE BACKED 1 MST 37 w/MIN. DOUBLE STUDS 1,725# WITH 3-INCH NOMINAL OR WIDER FRAMING AT ALL PANEL EDGES. PANELS MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY, UNLESS OTHERWISE NOTED. PANELS 2 HDU2 - SDS2.5 SSTB 16 13" EMBED w/MIN. DOUBLE STUDS 3,075# 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 58X24 18" EMBED w/MIN. 4x 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 NOUS - SOS2.5 SB 24 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 HDU8 - 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 HOU11 - S052.5 SBIX30 24" EMBED w/MIN. 6x POSTS 9,535# EXTERIOR GLUE (CDX) CONFORMING TO APA REQUIREMENTS FOR WALL SHEATHING OR AS INDICATED IN THESE PLANS. PARTICLEBOARD AND OSB ARE NOT PERMITTED. MINIMUM 12 (2)MSTI72(ONE EACH SIDE) w/MIN. 6x POSTS 10,160# DFIR POSTS NAILING IS 8d 0 6" O.C. AT PANEL EDGES AND 8d 0 12" O.C. IN THE FIELD. ALL NAILS 14 HOU 14-SD52.5 w/MIN. 6x POSTS 14,445# ARE COMMON OR GALVANIZED BOX NAILS. BLOCKING IS REQUIRED AT PANEL JOINTS UNLESS OTHERWISE NOTED. 6. CONNECT RIM JOIST/BLOCKING TO WALL TOP PLATE AS FOLLOWS: SWA SIMPSON A35 NOTES: FOR HDU2 & NOUS USE 5/8"DIA. ANCHOR W/SIMPSON SET XP ADHESIVE EMBED 10" MIN. 0 16" O.C.; SWB SIMPSON A35 0 12" O.C.; SWC (2) SIMPSON A 35 0 16" O.C.; SWD (2) FOR HDU8 &HDU11 USE 7/8" DIA. ANCHOR W/SIMPSON SET XP ADHESIVE EMBED 15" MIN. 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 LICENSED 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; Fci = 750 PSI; E = 2,000 KSI THE LATEST EDITION OF THE U.S. PRODUCT STANDARD PS1 OR APA PERFORMANCE STANDARDS PRP-108. 6. PARALLAM BEAMS, MINIMUM DESIGN VALUES Fb = 2,900 PSI; Fv = 290 PSI; Fc--= 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. CLUED LAMINATED BEAMS (GLB) 3. MINIMUM NAILING IS 8d 0 6" AT PANEL EDGES AND 8d ® 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 TRUSSES 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 SUBMITTED TO THE ENGINEER FOR REVIEW AND APPROVAL THEN THE BUILDING SOLID SAWN LUMBER DEPARTMENT PRIOR TO FABRICATION AND INSTALLATION. 1. STRUCTURAL LUMBER SHALL BE 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: 4. SHOP DRAWINGS SHALL PROVIDE PLACING AND ERECTION DIRECTION TO THE INSTALLER. STRUCTURAL JOISTS AND PLANKS - #2 CALCULATIONS AND SHOP DRAWINGS SHALL INCLUDE COMMON IDENTIFYING MARKS TO BEAMS AND STRINGERS - #1 FACILITATE SHOP DRAWING REVIEW. POSTS AND TIMBERS - #1 STUDS - #2 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. NAIUNG 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. 1-11,:',4 Re o�ca, `i `Ok ���s� T ,,D a syZ (n o o �. Fy m.mim m 33 rn a "D Ny.nZ • 1 a z a" mn- o D O Zm O CP -<T (t :U .1 COPYRIGHT 2018 OAK TREE APTS. REPAIRS JAS ENGINEERING CO N Z C 1419 Washington St, FINNMARK PROPERTY SERVICES LLC Suite 100 x� T -I nm I Oregon City, Oregon 97045 "'I ._i , DESIGN BY: JAS Work: 503-657-9800 NC RI DRAWN BY: DA5 __ Cell: 503-449-3080 JAS PROJ.NO: 17-069 Andy@jasenginc.com PINGLMBRIUNG rr' ISSUE DATE: 5/09/2018 < C) 0 �mz 11 -1 rP I- -I p0 X Ell00 z om ► ► z (1, p 1 I El L I 13'-10" - 57 m , 3Y2 x 13Y GLB PT REPLACE DAMAGED STRINGERS .P x (51, N 0�s ► O� .1.___ 1--)X / D I 1 jr-. — != > -J i• Z D D O * r D . J _, ,:i. 5:„. , E 61 11 '13 — rD j ► �,,�, c z 77XD W 0 -4m C m Ti= z �'. Naz ‘1\ ffl = -+ ����� mn* D rT 13b- t . czi 4701 will c'11% cp Ca COPYRIGHT 2018 OAK TREE APTS. REPAIRS c -n>I JAS ENGINEERING FINNMARK PROPERTY SERVICES LLC 1419 Washington St, I N 0 D m I — Suite 100 tV y r > i / Oregon City, Oregon 97045 _y o Z D D _ DESIGN BY: JA5 G) Z Z - 0 DRAWN BY: DAS I-` �, Work: 503-657-9800 Cell: 503-449-3080 D G) JAS PROJ.NO: 17 7-069 .,. Ga I N E E R I N G Andy@jasenginc.com ISSUE DATE: 5/09/2018 < n mo 70z rn r -I v0 s70 m z00 N 11 I I Om z C, v J I 1 j I Z 0 0 o � D I r X -P cbN <-..-- ---- + m I 3Y241,x 13Y2 GLB PT REPLACE DAMAGED STRINGERS x �� I '''''.> N 4°—....I 1 13'-10" oo' — = I J I I ------"-'2C D I E z II -v - r- - I 1 o_ , Z 73X2. W r C m 0 {iYq .. Z711 mm CJ ...,-.4z; N0Z Z i.),4 �� * ��°� T m '73 : U) Q to O p m n-2 CO �\ I = rn 4n -Y7 -00 J O ` bo � � P m Sr CO COPYRIGHT2018 OAK TREE APTS. REPAIRS C -� JAS ENGINEERING FINNMARK PROPERTY SERVICES LLC 1419 Washington St, Suite 100 N y y r –1 I I /{ Oregon City,Oregon 97045 z z DESIGN BY: JAS Work: 503-657-9800 c ° O Z Z 5 m DRAWN BY: DA5 - Cell: 503-449-3080 VJ JAS PROJ.NO: 17 069 aNG1NaaRINGAndy@jasenginc.com ISSUE DATE: 5/09/20 18 • co c rn E 2x4PT CEDAR o CD co o 0 a, ON- 03 'E, L >'(O c1' N S%Na .) (6 o V o O .2 2x HANDRAIL 2 x 4 PT 1�'Q' E , a `n ' � \ 0 2x4PT \ N \ \ �/ 15$ /1lri let q zgo, 4x4PT \ \ \ 4x4PT `� Vin 0, Z POST \ N \ POST $ �REG�NIttIto \ \ \ N \ 10x10 \` ALp:4#8, ,�46 �Q \ N \ \ / POST '�eER 12� �� \ \ I is , 2x6 A1NDREW S- \ \ \ ; \ � \ CEDAR _\ \ \ \ \ y��c-ice. " atp Mil Z. (E)4 x 6 @ 32"OC .ile I -1 _\ \ \ \ N N 2x2@5"OC (E)4 x 12 �_\ \ \ N. \ \ � (T 5" SIMPSON \ \ LSSU410 __� \ \ U I- -\ \ \ \ ILI > \�\ \ \ \ \ \ \ \ CZ 3Y2 X 13Y GLB PT c? (REPLACE DAMAGED - N. b) STRINGERS) N \ N N \ w �/ \ N 2x HANDRAIL w REUSE(E)CONC. STAIRS • - _\ 6 O F- c/ L I I-\ 11-1/4"j -\ w IY t\�N ,\ \ SZ Z 1 _\ 2 x 4 PT RETURN Q Z TO POST 0 E. r • \ co cr, o NOTE • o 0 PROVIDE END TREATMENTl�lX .z FOR ALL CUT ENDS ID SIMPSON N t-1.1.1 z ui w o 4'-3"(FV) 14'-2"(FV) I (2)-ABA46Z 11 z COHO z o >-w " 1 TYPICAL STAIR DETAIL SHEET TITLE: S-3.1 Y., - 1'0" STAIR DETAIL SHEET NO SCALES NOTED ON DRAWINGS ARE FOR . I 11"X17"SHEET. SCALE ACCORDINGLY FOR DIFFERENT SIZE SHEET. .4- a / rn E 2x6 2 x 6 u 0 CEDAR " R CEDAR c 2x4PT AtL12x4PT 639 CEDAR w ,0 � oUoo m o Q X 2x4 PT o0 �' � �� SDS(2)-y4" CREWS �'' � r o — •RE�ON (2)-Y"0x5" "' , �r��, ,�oj�' SDS SCREWS ;mr ' \ ylpi ` 8ER A2' \ 4,7 � i 2x2@5"OC ''� �, (1) Z. 2x HANDRAIL (TYP.) 'NQR� rJ� 2x HANDRAIL \ \ ` 2x HANDRAIL y---,- g 2x4PT �,--t�Cf PSRb 201v 2x4PT aig 2x2@5"OC OM 4 x 4 PT (TYP.) POST 4x4 PT / POST SIMPSON DTT2Z EA.POST U SIMPSON I TO SOLID J REUSE(E)CONC.STAIRS DTT2Z BLKG. EA.POST ` TO SOLID _ BLKG. REUSE(E)L 2Y2 x 2 xYa .)K —16—\ W/(4)3/S"fd LAG SCREWS —\ - N pp —� 2 x 6 SOLID BLKG. llo —\ Q ~ / W SIMPSON LUS26 — i 2 x 6 SOLID BLKG. (E)4 x 12Y 0 o Q / \---Y2"0 GALV. W sZsZ 3Y2 x 13Y2 GLB PT A307 BOLT,NUT U (REPLACE DAMAGED &WASHER(TYP.) REUSE(E)L 2Y x 2 xYa W/(4)-%"0LAG SCREWS I IL Z STRINGERS) 3Y2 X 13Y GLB PT4 Q _Z NOTE NOTE (REPLACE STRINDAMAGED 0 u_ IL ERS) PROVIDE END TREATMENT PROVIDE END TREATMENT co REUSE(E)CONC.STAIRS m 0 FOR ALL CUT ENDS o N FOR ALL CUT ENDS o 0 0 , o c°z _ CV 2 RAILING POST TO (N) STAIR STRINGER 1 RAILING POST TO (E) BEAM 5W o EZ coco3W ocn WQF SHEET TITLE: STAIR DETAIL SHEET NO: SCALES NOTED ON DRAWINGS ARE FOR 11"X17"SHEET. SCALE ACCORDINGLY S-3.2 FOR DIFFERENT SIZE SHEET. V C` . .,� o oo � o MAYA3 2018in U C ?g,,3 ,53 U -5,' ^ co .- C . Cc? dam' C 1. Contractor to Field verify all dimensions, roof pitch, roof overhangs, deck profiles and barge 1 liLD G DIMS= `` 2 O 3 o o 2 rafter extensions to match the existing units. t a, a) on Y , ,, s '5 d O N c 2. Contractor to match siding type from the existing units at any repairs. co o Q 3. Provide house wrap under any new siding areas. 0 • f o � ill I �l i s' if 1 ' f i r it X11di I ,s' I - -4:1 J 9 (� ..,riLttT^ it§f_ ? 4 '* W �+ —1..[\ w' Q'y r n r i _.., l.L V CI) , ' Q N I$7}a {=i !iji}!} F$F$f+f+k yp®p I 1illIIIHIUIEIIIIIHIJIIL t9 �yy @ rb` _. t —I 111I7 ,, 1 , a. .... . 1. i � i� tl 111 11 - > tR� Li:—i °gc� ._.s' JJHIII• 1 W lL /-\ r �..� 777 'W+••- _ G w �'Qcp c1A I— C', � . 111 : .r9 � , ' I 11Il a1 ' ii H I t111 11I l % I _._ N cp { - _—_ O O 0 d0 ' Z 0 N w 0 =Z } } Z• F 0 CO CO O' Q XZ Z Z o n 3 O. w o' o v T g -, N to'0Sti 1 rco1f 1 r©`d 1$`6" $t6{/. lO,0ttl. ' f f^, 4evt .. SHEET TITLE: �1{ ,0d4 ��i- �Q7af D FGC', tit.- .Jt'ct MI/ ,. 1. Guards not less than 36" in height are required at the open edge of porches or raised floor 114011 _e�r0u I! SHEET NO: surfaces greater than 30" above the floor or grade below. They shall have intermediate rails or SCALES NOTED ON DRAWINGS ARE FOR _ ` �..-......., 11"X17"SHEET. SCALE ACCORDINGLY ornamental closures that do not allow the passage of a 4" sphere or more in diameter. FOR DIFFERENT SIZE SHEET. y1_, to NI- 0 N. co co �co co 8 o o m rn M c 1. Contractor to Field verify all dimensions, roof pitch, roof overhangs, deck profiles and barge L >' I. N rafter extensions to match the existing units. Cl) o o 0 0 2. r oY "' U Contractor to match siding type from the existing units at any repairs. :: a o — 3. Provide house wrap under any new siding areas. , cn 0 Ti Q i , ,s,' 0112 I I 1 li it I J Jg^ N _ _,. -‘,_,- --Z � ,e fir¢`_ _a»a F>°;a°" �* SF :+ ,, W, ) \ V W t ,,,I i':---1 W cv CV U-I 1,0„ l" V �t\ ai C S{ -. LL 1. Guards not less than 36" in height are required at the open edge of porches or raised floor / 1- L surfaces greater than 30" above the floor or grade below. They shall have intermediate rails or d c'; °' Q ornamental closures that do not allow the passage of a 4"sphere or more in diameter. XPIt�ES ..-7„,,..,,,,tIL �' W �/ In Oma __ , I; Q0 N -- Q' N l l w a 1- lii c_=.7 z I Z mm zz wot )-w 1 r K-� v� o 0 C .. .._ Imo. _. ��. SHEET TITLE: ...mkz _1 * 2nf -j(c," .3 tI 1sic,e! ' O f0i/ Nl,ki N R.-00tR D tip-, PLAN1 A SHEET NO: 1` I`, 11 0" SCALES NOTED ON DRAWINGS ARE FOR ` 11"X17"SHEET. SCALE ACCORDINGLY FOR DIFFERENT SIZE SHEET. A ��1 to -:J- o 0 0) or .: coo •0 rnaoo n. O L7,- .5) 1. Contractor to Field verify all dimensions, roof pitch, roof overhangs, deck profiles and barge L T'9 o rafter extensions to match the existing units. o o o .� • oYi' 65 2. Contractor to match siding type from the existing units at any repairs. a) o _ o 3. Provide house wrap under any new siding areas. ig • in o` a 7 1 z g j ij 11 J -J I- . 1 r - LU 111 w/ ,.' P r a a✓y A L.. W 3 L _" 8O \ LA' `'°' d 3 5 I SVit, _..:'A I- 2 1. Guards not less than 36" in height are required at the open edge of porches or raised floor ct ¢ t� \ surfaces greater than 30" above the floor or grade below. They shall have intermediate rails or l�"{ "' % 0 „ a LU /s�L� ornamental closures that do not allow the passage of a 4" sphere or more in diameter. ', '').,\C).elt ,# n ,,,,,,,,,,,,,„,„:, ,,,,,,,,,, I ---"'4 ., _),,,--` Q Z_ r,<PIRES 30:17-es 16 0 U_ _ 03 ` -_ _ � If "Ce? CD- ' • O O N N '" • o iI( co z 0 , o _ I p ( (=9 m m al OZ• I- Z O C9 L. w I OUw a4 U O O -aa I l Z - r SHEET TITLE: 1 1,0100 is,(oil � 3, u 3,c,,,�� tsr�`r (0 0 SHEET NO: n G� [ SCALES NOTED ON DRAWINGS ARE FOR -____"____ '` ® 11"X17"SHEET SCALE ACCORDINGLY A-2.2_ FOR DIFFERENT SIZE SHEET. • • STRUCTURAL NOTES . • GENERAL STRUCTURAL NOTES REINFORCED CONCRETE (7407 v!E t) 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. AGGREGATE: ASTM C33. 1-1/2" MINUS AT FOOTINGS AND 3/4" MINUS AT WALLS. 2. AU. WORK SHALL BE IN STRICT CONFORMANCE WITH THE 2012 INTERNATIONAL 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 UGHT FRAME CONSTRUCTION OF THE IBC AS AMENDED BY THE STATE OF 5. AIR-ENTRAINING ADMIXTURE: ASTM C260. OREGON. . 6. STRUCTURAL CONCRETE: 1'c • 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 341t'AT EXPOSED EXTERIOR CONCRETE. CONCRETE DISCREPANCIES OR INCONSISTENCIES. SHALL CONTAIN A WATER REDUCER. MAXIMUM WATER CEMENT RATIO SHALL BE .58 FOR 4REPRESENT THE FINISHED STRUCTURE. • .3.� PSI CONCRETE. CONCRETE MATERIALS AND QUAUTY SHALL BE IN ACCORDANCE . THE CONTRACT STRUCTURAL DRAWINGS METHODS, PROCEDURES, AND SEQUENCE OF CONSTRUCTION ARE THE RESPONSIBIUTY OF !MTM CHAPTERS.3 AND S RESPECTIVELY OF AD 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 E•XCEED 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 NOY'ATTAINED'ESIGN STRENGTH. • ' 8. HOT-WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH AD 305 "HOT WEATHER • CONCRETING". COLD WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH AO 306 AD • 306 "COLD WEATHER CONCRETING" AND AD 306.1 "STANDARD SPECIFICATION FOR COLD DESIGN LOADS • WEATHER CONCRETING". 9. STRENGTH TESTING OF CONCRETE SHALLBE IN ACCORDANCE WITH SECTION 1.6 OF Ad FLOOR LOADS: DL 15 PSF 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE". CONCRETE TESTS SHALL BE'MADE LI. 40 PSF FOR EACH 100 CU. YDS. OF CONCRETE PLACED. ROOF LOADS REINFORCING STFEI ROOF DL 13' • 25 P SF ROOF LL 1. REINFORCING STEEL: ASTM A 615 GRADE 60 DEFORMEQ.ARS. 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 AD 301 "SPECIFICATIONS FOR STRUCTURAL FLAT ROOF SNOW LOAD 25 PSF. USE 25PSF MIN CONCRETE. SNOW EXPOSURE FACTOR. Ce - 1.0 • 3... REINFORCING STEEL LAP SPUCES NOT OTHERWISE INDICATED SHALL BE ACI STANDARD SNOW LOAD IMPORTANCE FACTOR. Is 1.0, CATEGORY II CLASS B IF SPUCED AT THE SAME LOCATION OR CLASS A IF SPLICES ARE STAGGERED THERMAL FACTOR. Ct 1.2 BETWEEN ADJACENT BARS ONE LAP LENGTH MINIMUM. • yMNO DESIGN CRITERIA: 4. UNLESS OTHERWISE INDICATED. MINIMUM CLEARANCE FOR REINFORCING STEEL SHALL • BASIC WINO SPEED (ULTIMATE WIND SPEED) 120 MPH BE.3" FOR CONCRETE CAST AGAINST EARTH; FOR CONCRETE EXPOSED TO EARTH OR WIND IMPORTANCE FACTOR. 1w 1.0, CATEGORY 11 WEATHER, 1 1/2" FOR /5 AND SMALLER BARS AND 2" FOR 96 AND LARGER BARS. WIND EXPOSURE FACTOR EXPOSURE B INSTALL WITH PROPER BAR SUPPORTS PRIOR TO CONCRETE PLACEMENT. EARTHQUAKE DESIGN CRITERIA: 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. Si 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 AD 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 ' CYLINDER TESTS. SLUMP TESTS, AIR CONTENT 1. THE CONTRACTOR SHALL SUBMIT TO THE ENGINEER PRIOR TO DURING PLACEMENT OF REINFORCING STEEL & ANCHOR BOLTS FABRICATION/INSTALLATION ALL SHOP DRAWINGS, PRODUCT DATA, ETC. NECESSARY FOR DURING PLACEMENT OF CAST-IN-PLACE CONCRETE (CP) PERFORMANCE OF THE WORK IN THE SHOP AND AT_THE SITE. (CONCRETE SPECIAL INSPECTION IS NOT REQUIRED FOR CONCRETE STRENGTHS LESS.THAN 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 �N Di( WsEu) 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 TICARO, 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 CONFORMANCE WITH THE AISC MANUAL OF STEEL CONSTRUCTION, CURRENT EDITION. NO PROFESSIONAL SERVICES IND. (PS) CLAIR COMPANY HOLES OTHER THAN THOSE SPECIFICALLY DETAILED SHALL BE.ALLOWED THROUGH 6302 N. CUTTER CIRCLE, SUITE 480 525 NW 2ND STREET STRUCTURAL.STEEL'MEMBERS. NO CUTTING OR BURNING OF STRUCTURAL STEEL WILL BE ' PORTLAND, OREGON 97217 CORVALUS, OREGON 97330 .PERMITTED WITHOUT PERMISSION OF THE ENGINEER. (503) 289-1778 (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 . CLEAN AND FREE FROM OIL DIRT AND PAINT. USE TURN-OF-THE-NUT METHOD OR LOAD FOUNDATIONS INDICATION WASHERS. 1. 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 01.1 LATEST EDITION. ALL BUT WELDS ARE COMPLETE PENETRATION . UNLESS NOTED OTHERWISE. WELD FILLER METAL SHALL BE AWS A5.1 OF A5.5 E70XX • 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 FOLLOVANG 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 OD 0.30. . , - EPDXY AND EXPANSION ANCHORS INSTALLED IN CONCRETE .. 5. GRANULAR FILL: 3/4" OR 134" MINUS CRUSHED AGGREGATE BASE AS INDICATED.OF SHOP DRAWING SUBMITTALS UNIFORM GRADATION FROM COARSE TO FINE IN ACCORDANCE WITH SECTION 02630 O' THE ' - STRUCTURAL STEEL STATE OF OREGON. DEPARTMENT OF TRANSPORTATION "STANDARD SPECIFICATIONS FOR HIGHWAY CONSTRUCTION". GRANULAR FILL SHALL BE PLACED IN LIFTS NOT TO EXCEED a" - MATERIAL CERTIFICATIONS FOR STRUCTURAL STEEL, WELDING RODS AND BOLTS LOOSE MEASURE AND COMPACTED TO NOT LESS THAN 95% RELATIVE COMPACTION AT - MASONRY AND CONCRETE REINFORCEMENT OPTIMUM MOISTURE CONTENT +/- 2%AS DETERMINED BY ASTM 01557. - MATERIAL CERTIFICATIONS FOR MASONRY BLOCKS, GROUTING AND STEEL REINFORCEMENT • - MANUFACTURED MOO TRUSSES 6. FOOTINGS SHALL BE CARRIED INTO FIRM. NATURAL, UNDISTURBED, STABLE, NATIVE SOL THAT 1S FREE OF ORGANIC AND OTHER OBJECTIONABLE MATERIALS OR SHALL BE PLACED ON COMPACTED GRANULAR FILL. */�1 ,t z„ E7 . NO BACKFILL SHALL BE PLACED BEHIND CANTILEVERED WALLS UNTIL THE CONCRETE 1X3 ▪,•,,. "".. HAS ATTAINED 1007E OF ITS SPECIFIED COMPRESSIVE STRENGTH. oz 8. COMPACTION TESTING SHALL BE IN ACCORDANCE WITH ASTM 02922. f w ae• . <;'...V."; ' tVo In O g :S cm In • ,I t s 7 t' i,, tiq y2i hhhff111l11 f 1 '7 f r - 4, .- , .,.....-..,:: ..../. , oN. , b.` 8 y. :1 .•; .,/ -,i ,A COPYRIGHT 2018 OAK TREE APTS. REPAIRS JAS ENGINEERING FI NNMARIC PROPERTY SERVICES LLC .izp 1419 Washington St, m m „ Suite 100 • .DESIGN BY: JAS .' : Oregon City,Oregon 97045 • ° - Work:503-657-9800 (� DRAWN BY: oAs j , , Cell: 503-449-3080 x (- JAS E DA : 4/09/2 I N' t,P4 1,1 s� Andy@jasenginc.corn �,•+ ISSUE DATE: 4/09/2018 lap 1 , • ODESIGNATES TYPICAL SHEAR PANEL CONSTRUCTION (i - SIIEARWALL. SCHEDULE MARK SHEATHING FASTENERS •EDGE -- O FIELD ANCHOR BOLTS SOLE PLATE NOTES A 15/32"CDX 260//FT. COMMON NAILS 8d•6"0.C. 6d 0 12"0.C, 5/8"DIA. 0 48'O.C. 3-16d 0 I6"O.C. w/3,3x1/4 PLATE WASHERS O A.B. B 15/32"COX 380//FT. , COMMON NAILS 6d O 4"0.C. , 8d O 12'0.C. ,5/8"DIA. O 18"0.0. 3-16d.0 16'O.C. w/3,3x1/4 PLATE WASHERS O A.B. C 15/32'COX 490//FT. COMMON NAILS 8d O 3"0.0. 8d O 12"0.C. 5/8"GIA. 0 24"0.0. 4-20d O 16"0.C, w/3,3x1/4 PLATE WASHERS 0 A.B. IN 2x SILL PLATE D 15/32'CDX 640//FT. COMMON NAILS 8d.0 2'0.C. 8d O 12'O.C. 5/8"DIA. O 18" 0.C. 3-20d O 6"O.C. w/3,3x1/4 PLATE WASHERS 0 A.8. IN 2x SILL PLATE (USE 2x ANCHOR (USE 2x NAILING BOLTS FOR SW REQUIRED FOR SW EACH SIDE) EACH SIDE) NOTE^. USE 5/8"DIA.ANCHOR BOLTS WITH SIMPSON SET XP ADHESIVE, EMBED 7'MMI. AT NOTED SPACING IN EXISTING CONCRETE WALL. • 0 DESIGNATES TYPICAL HoiooWN TYPE 64 dl- vl..5 t p) STRUCTURAL PANEL NOTES (..®r- V)5E0 d 1. THE LOCATION OF REQUIRED STRUCTURAL PANELS HAVE BEEN NOTED FOR CLARITY. Q HOLDOWN SCHEDULE(SEE NOTE) 2. ALL EXTERIOR WALLS SHALL BE OF TYPE A CONSTRUCTION EXCEPT AS NOTED OTHERWISE. MARK HOLDOMM : NOTES I MST 37 3 SWA SHALL HAVE 2-INCH NOMINAL FRAMING AND SIB, SWC O SWO SHALL BE BACKED w/MIN. DOUBLE STUDS 1,725/ WITH 3-NIGH NOMINAL OR WIPER FRAMING AT ALL PANEL EDGES. PANELS MAY 8E INSTALLED EITHER HORIZONTALLY OR VERTICALLY,UNLESS OTHERWISE NOTED. PANELS 2 HOU2-SOS2.5 SSTS 16 13"EMBED w/MIN. DOUBLE STNS 3.0751 SHALL BE INSTALLED ON STUDS SPACED A MAXIMUM 16"ON CENTER. 3 MST 48 w/MIN. 4x POSTS 1215/ 4. HOLOOWNS OCCUR AT ENDS OF STRUCTURAL PANELS ANO SHALL FASTEN TO A MIN. 4 HOU4-5042 5 SB�Jt24 18"EMBED w/MIN, 4x POSTS 4,583/ 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 SOME METHOD MADE CORRSION UNLESS OTHERWISE INDICATED. PROVIDE 5 NOUS•-•SO52.5 581124 16"EMBED 'w/M. 4x POSTS 5,645/ BOLTED OR NAILED CONNECTIONS FOR THETMAXIMUM CAPACITY UNLESS NOTED OTHERWISE. 6 MST 60 w/MN. 4x POSTS 4,600/ CONNECTORS IN CONTACT WITH PRESSURE TREATED W000 SHALL BE EITHER POST HOT-DIP GALVANIZED OR.STAINLESS STEEL. 8 HMI- SOS2.5 SSTB 36 29"EMBED w/MN. 611 POSTS 7,870/ 11 WITH HOU11 -, SOS2.5 , SB1X30 24"EMBED w/MIN. 6x POSTS 9,535/ EXTERIOR GLUE(COX)CONFORMING TO APA REQUIREMENTS FOR.WALL SHEATHING OR AS 12 (2)MSTI72(ONE EACH SIDE) w/MN. 6x POSTS 10,160 MR POSTS INDICATED IN THESE PLANS. PARTICLEBOARD AND 058 ARE NOT PERMITTED. MINIMUM / NAILING IS 8d O 6"-O.C. AT PANEL EDGES AND 191 0 12' 0.0 IN THE FIELD. ALL NAILS 14 HOU 14-5052.5 w/MIN.6x POSTS 14,445/ ARE COMMON OR GALVANIZED BOX NAILS. BLOCKING IS REQUIRED AT PANEL JOINTS UNLESS OTHERWISE NOTED.' 6. CONNECT RIM JOIST/BLOCKING TO WALL TOP PLATE AS FOLLOWS: SWA SIMPSON A35 NOTES: FOR HDU2&NOUS USE 5/S DIA,ANCHOR W/SIMPSON SET XP ADHESIVE EMBED 10'MIN. O 16'0.C; SWB SIMPSON A35 0 12"0.0.; SWC(2) SIMPSON A 35 0 18"0.04 SWD (2) FOR HOUR&HOUIl USE 7/8"CIA. ANCHOR w/SIMPSON SET XP ADHESIVE EMBED 15"MIN. SIMPSON A 35 0 12"0.0. 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. AU. 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 AU. 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 1 SHEATHING INSPECT INSTALLED ITEMS FOR PROPER INSTAU TION. 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; Fel- 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; Fel- 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. GLUED LAMINA D AMs ( R) ' 3. MINIMUM NAILING IS 8d-0 6" AT PANEL EDGES AND 84 0 12" IN THE FIELD. ALL 1. GLULAM BEAMS ARE TO BE MANUFACTURED, TRANSPORTED, AND INSTALLED IN NAILS ARE GALVANIZED COMMON OR BOX NAILS. BLOCKIIV 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 TRUSTS 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 3 MINIMUM DESIGN VALUER MINIMUM OF 2X4 TOP CHORDS AND BOTTOM CHORDS FOR WOOD TRUSSES. 24F-V4: Fb - 2;400 PSI; Fv - 265 PSI; Fe - 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; Fe - 1650 PSI; E - 1,700 KSI CALCULATIONS SHALL BE SEALED BY AN OREGON UCENSED 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 BE DOUGLAS FIR CONFORMING TO WW1PA GRADING RULES. 3. MANUFACTURER SHALL PROVIDE BRACING, BLOCKING, HANGERS, HOLDOWNS AND ALL 2. MINIMUM GRADES ARE, EXCEPT AS NOTED OTHERWISE: ACCESSORIES REQUIRED FOR PROPER INSTALLATION: STRUCTURAL JOISTS AND PLANKS - /2 • 4. SHOP DRAWINGS SHALL PROVIDE PLACING AND ERECTION DIRECTION TO THE INSTALLER. BEAMS AND STRINGERS - /1 CALCULATIONS AND SHOP DRAWINGS SHALL INCLUDE COMMON IDENTIFYING MARKS TO POSTS AND TIMBERS - /1 FACILITATE SHOP DRAWING REVIEW. STUDS - /2 1 3. DOUBLES 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 MATH COMMON NAILS IN CONFORMANCE WITH TABLE 2304.9., 2006 ./ - IBC UNLESS NOTED OTHERWISE. sjcs .,ti 4": ,, i ' .w \ . 7. PROVIDE STANDARD 3"X 3" X 0.229" STEEL PLATE WASHERS UNDER ALL INTERMEDIATE 55 /,'. ��� ''''•:,;-.•k.tH ANCHOR BOLT'HEADS AND.NUTS AT THE SILL PLATE, USE STANDARD WASHERS FOR ALL G ; !,,.''� s OTHER BOLT HEADS AND NUTS IN CONTACT WITH WOOD, ;•,'''?/ t"D? 'e: • 0 4-4', ¢r f'd$ , zit 4 f I: I a r' -C Ti �; { oym. ,c Y' j. _ 4, \-,:_ ,, .,'-'3 . ._•••::,/1 .\/ WI P O 49 $i• 0 g A COPYRIGHT2018 OAK TREE APTS. REPAIRS LA Washington o JAS ENGINEERING FINNMARK PROPERTY SERVICES LLC � � 1419 st, 4Z4m l _ Suite 100 b___-4. 1 .DESIGN BY: JAS - �' Oregon City,Oregon 97045 Work:503-657-9800 C) 0 DRAWN BY: DAS Cell: 503-449-3080 Cr JAS PROJ.NO: 17-069 , ,E Andy@jasenginc.Com ISSUE DATE: 4/09/20 18 ,) ..4- a r` rn C o 0 0 C• NWc? U C CO -f C 4' ' m co 2 OEC I pis 7 . !� s:,. C+ ill Cori e/loTP,00 I 1-0 IZFi.M tet 4(�f(,...f. -I.i t M`PSO LIZ(, -- mis �� 1 , J _ /� N ��Z•/ 4 U 54tP\\\*\••____ F. (-) X12 � � X1Z ( �6X(o � ��� c Z r� Lac—L rr,Q& �' �►��x�rT c. iigh 0 a. Q v. wcv • grey‘#)? co 0 ri �c-vc.Ac-t pe-GK-It4 RPI) 40 MAX Q Z vt��(t- Co MPO I sP t�iy '1'p"'0G 0 ll_ _ r- F)rtf-rN0 `C-Wk. 1,41A/FA. /,IMPS44 �.wi,rb 1iA£N�vEt, fy 0 0119•----"m o m r ( 1 0 0 0101 2 E - `� o - v \D 1� z co x rh ( I Nrt �O IiiOak ,-...„ LU o tu , • t y.a L� Z m •3 o "4- NV LWOW.- . \9 N r w co a w O< al co w U-¢i co ,., ,�/ 1 .. �I".. SHEET TITLE: 'Al AIS s (prod • \w/404‘ pT 1�jlcou 3r�,1 �r��l i,�r��r Ds.sA+It3 i 0 apt\ lvllN SHEET NO: kt dr 1:04 SCALES NOTED ON DRAWINGS ARE FOR r _.— 11"X17"SHEET. SCALE ACCORDINGLY .+ 2,4 FOR DIFFERENT SIZE SHEET. • 4406 I 20# • v • o' J • (%)11' 1 I/164i ' . . VI .3Z9cc, 6` s N )�Fx6 , 6• • 6' ill -1 i E 't^ G y • v eff, 3Z'vc • 4 z, y ' ' /9 tr ca !j ' qi.'k,- :��1 ' ,a0. �J w 3j .Z � F :f ''Ci9gj , . O - , ". e171 i t:N „Z Co. fi. f \\(‘F-W, ,7, ' '`.41'.,:'?;",4j,”1 jo i • COPYRIGHT2018 OiMc TREE APTS. REPAIRS k v JAS ENGINEERING FIN (MARK PROPERTY SERVICES LLC 1419 Washington St, JJ y Suite 100 1 I / _ Oregon City,Oregon 97045 1 + FriDESIGN BY: JAS t DRAWN BY: DA5 m Work:503-657-9800 '; Cell: 503-449-3080 JAS PROJ.No: 17-069 Andy@jasenginc.com ISSUE DATE: 4/09/2018 l+11< €.ifl ?I"� to O _ O COO O O>a0 p O• of Orn rn v- C L .t. i a) 'no i5 ca o _ � ,- i to 't cE'per I 2 p" • • • • • 5 0 • .-F- (E)4x4 , (E ass r. ,G @ Z�F'/oc I , Y 6, r L . , w,-- c- • (0)1101 45 C.5" a '..- o (-�. per;%4, " • .�(E. 14'X4 . Ilk3I-- - x 03Loc . .- ,� ,)4 0 N 3 Z c Z • A X F r-.i.' ,,,,,(-:,./' f „A. Vil m s z 6` 5Amp ,pm�'e. '1/4.':,,,s ,sjz 1 , y n Z ' d � G�. t ;3 5����'i � RI , PF, z. s :. tnm� , ,i ...2.,,,,,,,i a 6. y? a 3 mn� _ ,.�. Nom; - r '.� ' ��z 1 Cs �' a sir ....: O O .� 1 �% 6 W f� r:.„ 'f J A i • COPYRIGHT 2018 OAC TREE APTS. 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