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Plans (26) I 11 '. .---.7 . t 1 I I ; z S r -fig Fc -ss---') v4 I : \-/ r ` \s- ;; i q- i .113 o a czi il 1 . 3 I I I G i , r_ a 11, OW 2cb 'o`� X X D 0vr- M co1 zm ` is .„; ; C:3 f y D om ,i„-- 41�`,A sy�� ""s,, f b/ \<' 9, as �� I COPYRIGHT 2017 NGUYEN ROOF * DECK TREE DAMAGE REPAIRS � 1 y s JAS ENGINEERING PAUL DAVIS RESTORATION ;., 1419 Washington St, I0980 SW WALNUT ST, Suite 100 y = m mi i`' Oregon City, Oregon 97045 r DESIGN BY: JA5 TIGARD, OR 97223 '° Work: 503-657-9800 m DRAWN BY: DAs Cell: 503-449-3080 JAS PROJ.NO: 17-033 Andy@jasenginc.com ISSUE DATE: 5/26/20 I 7 • g 1O/r 7 a 17 cal° . . r') c- 3 - M ..\\*\\\\, . ,i „0 ,,...s.,i,,_5, v ,,,,,,,, tk W __T� l II - Is; i z. —1111 .; T k A W XX> z '6).1, +-::"(( 6 cam it Z-Imm 1 a7I ill �' s � F—,aI J _. CA 1 Fri i"Yi t E I Mi-0 ,� mtea, "� 3y y°^ E:..I ; m 0* '1'4 -.---1 .'<c.'”) .,'1,-4, :,....*/c.--",,,, o j T O \ % ! I COPYRIGHT 2017 NGUYEN ROOF * DECK TREE DAMAGE REPAIRS 1. N JAS ENGINEERING PAUL DAVIS RESTORATION 1419 Washington St, 1 ":11, 10980 `SW WALNUT ST, suite 00 + m (�� - DESIGN BY: JAS TIGARD, OR 97223 jil , ,, , ' Oregon City, Oregon 97045 a m DRAWN BY: DAS Work: 503-657-9800 Cell: 503-449-3080 JAS PROJ.NO: 1 7-033 Andy@jasenginc.com ENGINEERING ISSUE DATE: 5/26/2017 STRUCTURAL NOTES GENERAL STRUCTURAL NOTES REINFORCED CONCRETE (N o'r tA5r)) • 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 TYRE. 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: f'c = 3,000 PSI 0 28 DAYS. SLUMP SHALL BE 4" +/- I". 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 �/�% AT EXPOSED EXTERIOR CONCRETE. CONCRETE DISCREPANCIES OR INCONSISTENCIES. SHALL CONTAIN A WATER REDUCER. MAXIMUM WATER CEMENT RATIO SHALL BE .58 FOR 3,000 PSI CONCRETE. CONCRETE MATERIALS AND QUALITY SHALL BE IN ACCORDANCE 4. THE CONTRACT STRUCTURAL DRAWINGS REPRESENT THE FINISHED STRUCTURE. WITH CHAPTERS 3 AND 5 RESPECTIVELY OF ACI 318 "BUILDING CODE REQUIREMENTS FOR METHODS, PROCEDURES, AND SEQUENCE OF CONSTRUCTION ARE THE RESPONSIBILITY OF STRUCTURAL CONCRETE. THE CONTRACTOR. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO 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 c 306 "COLD WEATHER CONCRETING" AND ACI 306.1 "STANDARD SPECIFICATION FOR COLD DESIGN LOADS WEATHER CONCRETING". 9. STRENGTH TESTING OF CONCRETE SHALL BE IN ACCORDANCE WITH SECTION 1.6 OF ACI DLOOR LOADS 40 PSF PSF 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE". CONCRETE TESTS SHALL BE MADE LL LL FOR EACH 100 CU. YDS. OF CONCRETE PLACED. REINFORCING STEEL ROOF LOADS: ROOF LL 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 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 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 FORM WORK SPECTRAL ACCELERATION, Si SITE CLASS SITE CLASS D 1. CONSTRUCTION, SHORING AND BRACING OF FORMWORK SHALL BE IN ACCORDANCE WITH SEISMIC DESIGN CATEGORY, SDC CATEGORY D SECTION 2 OF ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE". RESPONSE MODIFICATION FACTOR, R 6.5 SEISMIC RESPONSE COEFFICIENT, Cs 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DESIGN, CONSTRUCTION, SEQUENCING DESIGN BASE SHEAR, V AND SAFETY OF ALL FORMWORK AND SHORING. /� CONCRETE ACCESSORIES . SPECIAL INSPECTIONS 'p01' etAv z, ) 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 t 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 (CIP) 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 - CONCRETE MIX DESIGNS 2. ALL EPDXY ANCHORAGE (BOLTS AND REINFORCING) 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 & O (Aso)) 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 CONFORMANCE WITH THE AISC MANUAL OF STEEL CONSTRUCTION, CURRENT EDITION. NO PROFESSIONAL SERVICES IND. (PSI) 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 CORVALLIS, 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 (Ni 6t" VA'Oy E('}) 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 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 OD 0.30. - EPDXY AND EXPANSION ANCHORS INSTALLED IN CONCRETE 5. GRANULAR FILL: 3/4" OR 1 '4" 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 - MATERIAL CERTIFICATIONS FOR STRUCTURAL STEEL, WELDING RODS AND BOLTS HIGHWAY CONSTRUCTION". GRANULAR FILL SHALL BE PLACED IN LIFTS NOT TO EXCEED 8" - MASONRY AND CONCRETE REINFORCEMENT LOOSE MEASURE AND COMPACTED TO NOT LESS THAN 95% RELATIVE COMPACTION AT - MATERIAL CERTIFICATIONS FOR MASONRY BLOCKS, GROUTING AND STEEL REINFORCEMENT O; 0 OPTIMUM MOISTURE CONTENT +/- 2% AS DETERMINED BY ASTM D1557. - MANUFACTURED WOOD TRUSSES �1XD 0 1 m 6. FOOTINGS SHALL BE CARRIED INTO FIRM, NATURAL, UNDISTURBED, STABLE, NATIVE m m z SOIL THAT IS FREE OF ORGANIC AND OTHER OBJECTIONABLE MATERIALS OR SHALL BE xi m O PLACED ON COMPACTED GRANULAR FILL. /.. m m m F - 0 7. NO BACKFILL SHALL BE PLACED BEHIND CANTILEVERED WALLS UNTIL THE CONCRETE 4 Cl) O HAS ATTAINED 100% OF ITS SPECIFIED COMPRESSIVE STRENGTH. , t' Dm 0* 8. COMPACTION TESTING SHALL BE IN ACCORDANCE WITH ASTM D2922. C3 <If-7-�' `4- y -:..'-'1411(3::41.--,' -s a mi O z C �?!E'I-� m 1 1 n r Z.'.--i ;N, o C44 J I I COPYRIGHT 2017 NGUYEN ROOF $ DECK TREE DAMAGE REPAIRS t JAS ENGINEERING PAUL DAVIS RESTORATION 1419 Washington St, 0.....); V �I I + Suite 100 T ki ! m 10980 SW WALNUT ST, is oreeon city, oregon 9045 Z DESIGN BY: JA5 TIGARD, OR 97223 .., work: 503 657 9800 rt W., DRAWN BY: DA5 y._ Cell: 503449-3080 I JAS PROJ.NO: 17-033Mlle 11 rill:111,W 11‘.II In Andy@jasenginc.COm I ISSUE DATE: 5/20/201 7 • O DESIGNATES TYPICAL SHEAR PANEL CONSTRUCTION 6,1 of v 5 Ery) SHEARWALL SCHEDULE J I/ NOTES MARK SHEATHING FASTENERS 0 EDGE 0 FIELD ANCHOR BOLTS SOLE PLATE A 15/32" CDX 260//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 3800/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 0 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 3x SILL PLATE D 15/32" COX 640//FT. COMMON NAILS 8d 0 2" O.C. 8d 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 3x SILL PLATE (USE 2x ANCHOR (USE2xDNAIUNG FOR SW BOLTS FOR SW EACH SIDE) EACH SIDE) NOTES: USE MIN./7'" DIA. CHOR BOLTS WITH ATOTED SPACING IN SIMPSON EX STING CONCRETE WALL.. STRUCTURAL PANEL NOTESN�., ADESIGNATES TYPICAL HOEDOWN TYPE��I 6 r �. ) 1. THE LOCATION OF REQUIRED STRUCTURAL PANELS HAVE BEEN NOTED FOR CLARITY. O 2. ALL EXTERIOR WALLS SHALL BE OF TYPE A CONSTRUCTION EXCEPT AS NOTED HOEDOWN SCHEDULE (SEE NOTE) OTHERWISE. MARK HOEDOWN NOTES 3. SWA SHALL HAVE 2-INCH NOMINAL FRAMING AND SWB, SWC & SWD SHALL BE BACKED w/MIN. DOUBLE STUDS 1,828/ WITH 3-INCH NOMINAL OR WIDER FRAMING AT ALL PANEL EDGES. PANELS MAY BE I MST 37 INSTALLED EITHER HORIZONTALLY OR VERTICALLY, UNLESS OTHERWISE NOTED. PANELS 2 HDU2 - SDS2.5 SSTB 14 11" EMBED w/MIN. DOUBLE STUDS 3,0751 SHALL BE INSTALLED ON STUDS SPACED A MAXIMUM 16" ON CENTER. 3 MST 48 w/MIN. 4x POSTS 2,9250 4. HOLDOWNS OCCUR AT ENDS OF STRUCTURAL PANELS AND SHALL FASTEN TO A MIN. OF (2) STUDS UNLESS OTHERWISE NOTED. CONNECTION HARDWARE IS BY THE SIMPSON 4 HDU4 - SDS2.5 SST820 17" EMBED w/MIN. 4x POSTS 4,5651 COMPANY OF SAN LEANDRO, CA. ALL STEEL CONNECTORS SHALL BE GALVANIZED OR BY MIN. 4x POSTS 5,645/ SOME METHOD MADE CORROSION RESISTANT, UNLESS OTHERWISE INDICATED. PROVIDE w 5 HDUS - SDS2.5 SSTS 28 25" EMBED / BOLTED OR CONNECTORS IAILED N CONTACT WITITH PRESSURE TREAONS FOR THE ITED MUM WOOD SCAPACIHALLTY NLESEITHER S NOTED O OTHERWISE. 6 MST 60 w/MIN. 4x POSTS 4,600/ 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 w/MIN. 6x POSTS 9,335/ EXTERIOR GLUE (CDX) CONFORMING TO APA REQUIREMENTS FOR WALL SHEATHING OR AS 11 HDU11 - SDS2.5 SSTB 36 29" EMBED INDICATED IN THESE PLANS. PARTICLEBOARD AND 058 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 ARE COMMON OR GALVANIZED BOX NAILS. BLOCKING IS REQUIRED AT PANEL JOINTS 14 HDU 14-SDS2.5 w/MIN. 6x POSTS 14.9250 UNLESS OTHERWISE NOTED. 6. CONNECT RIM JOIST /BLOCKING TO WALL TOP PLATE AS FOLLOWS: SWA SIMPSON A35 O 16" O.C.; SWB SIMPSON A35 0 12" O.C.; SWC (2) SIMPSON A 35 0 16" O.C.; SW) (2) NOTES: FOR HDHDU8S & HDU151 UU E 7/8"ODA.Ik AANCHOR W/NCHOR W/SS SIMPSON SETIMPSON XP XXP ADHESIVE EMBED MIN. EMBED 15" MIN. SIMPSON A 35 0 12" O.C. PREMANUFACTURED CONNECTION HARDWARE 1. ROOF AND FLOOR FRAMING DESIGNATED TJI, LVL, TJH, PSL AND MICROLAM SHALL BE CONNECTION HARDWARE IS BY THE SIMPSON COMPANY OF SAN LEANDRO. CA. ALL MANUFACTURED BY THE TRUSS JOIST CORPORATION. STEEL CONN'ECIGRS SHALL BE GALVANIZED :,R DY SONE METHOD BE MADE CORROSION 2. ALTERNATE MANUFACTURER MUST BE APPROVED BY THE ENGINEER. PROVIDE SHOP RESISTANT, UNLESS OTHERWISE INDICATED. DRAWINGS AND ENGINEERING BEARING THE STAMP OF A REGISTERED PROFESSIONAL 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 3. CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE EITHER POST HOT PERFORMANCE OF THE PRODUCT. DIPPED GALVANIZED OR STAINLESS STEEL. 4. THE PRODUCT SHALL BE ERECTED AND BRIDGED IN ACCORDANCE WITH THE SHEATHING NSPECTCI STALLED ITEMS FORS SPROPERAND PECIFICATIONS.INSTALLATION. THE MANUFACTURER SHALL 1. CONSTRUCTION PANELS SHALL BE IDENTIFIED WITH THE APPROPRIATE TRADEMARK OF 5. MICROLAM BEAMS, MINIMUM DESIGN VALUES THE THE LATEST AMERICAEDITION OFPLYWOOD THEASSOU.S.CIATPRODUCT STANDARDSHALL PSIMEET APA PERFORMANCE OF Fb = 2,600 PSI; Fv 285 PSI; Fc 750 PSI; E 1,900 KSI STANDARDS PRP-108. 6. PARALLAM BEAMS, MINIMUM DESIGN VALUES 2. MINIMUM PANEL THICKNESS SHALL BE 15/32" CO- EXTERIOR GLUE OR AS INDICATED Fb 2,900 PSI; Fv 290 PSI; Fc 650 PSI; E 2,000 KSI ON THE PLANS. PARTICLEBOARD IS NOT PERMITTED. GLUED LAMINATED BEAMS (GLB) 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 NlAI LS SEARS GALVA VANIZ E P ED OMMON OR BOX NAILS. BLOCKING IS REQUIRED AT PANEL EDGES ACCORDANCE WITH THE REQUIREMENTS OF THE AITC. 2. SPECIFY OTHERWISE. USE H124F-V4AFORRSMPLENISH AND SPANS AND 24FR--VB DFORSIVE UNLESS CONTINUOUSNOTED MANUFACTURED ROOF TRUSSES SPANS AND CANTILEVER CONDITIONS. 1.MINIMUMUOFCTURED RF 2X4 TOPOCOHORDSSAND BOTTOM CHORDS FORSES SHALL BE AT 24" NWOODARDUSSES.L HAVE A 3. MINIMUM DESIGN VALUES: 24F-V4: Fb = 2,400 PSI; Iv = 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 CALCLATISUBMIT EDONS SHALL BE SEALED TO THE ENGINEER FOR BY AN REVIEW ANDON APPROVALDTHEN PROFESSIONAL BUILDING (NEER AND DEPARTMENT PRIOR TO FABRICATION AND INSTALLATION. $OLID SAWN LUMBER 1. STRUCTURAL LUMBER SHALL BE DOUGLAS FIR CONFORMING TO WWPA GRADING RULES. 3.ACCESSORIES MANUFACTURER HADLOR PROVIDERDE B ACTING, BLOCKING, HANGERS, HOLDOWNS AND ALL REQU2. 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 ASO =" ."'a n-- CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED WITH ACZA TO A MINIMUM 1 , ''0,..;)°,,,,,i, S;` 0 X D RETENTION OF 0.25 POUNDS PER CUBIC FOOT BY ASSAY. \ ..; NAILING SHALL BE WITH COMMON NAILS IN CONFORMANCE WITH TABLE 2304.9., 2006 m m o IBC UNLESS NOTED OTHERWISE. C ' ` �-m�. ,)s` 1 6 0 T�'1 J �"#i � 'fA Z mo 7. PROVIDE STANDARD 3"X 3" X 0.229" SEEL PLATE WASHERS UNDER ALL INTERMEDIATE ! I� 1 },R-7,)I i cc In 0 ANCHOR BOLT HEADS AND NUTS AT THE SILL PLATE. USE STANDARD WASHERS FOR ALL , I 'y r � F4- ff o OTHER BOLT HEADS AND NUTS IN CONTACT WITH WOOD. i�r`�y! 5S D I©2 ��.�, jr 71 o c> o r©v a -<m p 14 >J 1 i I 11 COPYRIGHT 2017 NGUYEN ROOF k- DECK TREE DAMAGE REPAIRS i . JAS ENGINEERING PAUL DAVIS RESTORATION 1419 Washington St, I i Suite 100 N m 10980 SW WALNUT ST, ;, ` / Oregon City, Oregon 97045 m ` ` Work:503-657-9800 Ti 11 DESIGN BY: JAS TIGARD, OR 97223 °;: ' ° 1 m DRAWN BY: DAS Cell: 503-449-3080 �+ t p AR PRO.I No: T-033 :t .t`' Andy@lasenginc.com • _(t) fcmvs 41 s . 1 1 I 1 1 I t I --.7 1 __1,,j_,-. _ _ lob 1 1 6 Zcf aC, I Al RIM , RtSPLAtt 7° 4 to mom Illit"C).1'-' P ‘n ON )': p — r 9 C° s- a' s p NM .G z. I\ MIR ;\ (G ?'fwst°1 11-.in i . 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