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COPYRIGHT 2019 JAS ENGINEERING SMCAOCTTNABmAPcATNIA013COVER ADDITION ti”' S w _ 4, ‘i,:, . cwols4:01eti tigrge:k0.7:5n50:0cos33it.6yn4:90;:f39:08gco8St.9 7 04 5 ' m .., TI 21 G9A3R6D!0WRP9A7RK2D2A3LE AVE e• ._ zr rn--1 9 DDRAEsvvNIGNBBYY: jDASA5 JAS PROJ.NO: 1 8-084 ISSUE DATE: 1/02/20 I 9 Andy@jasenginc. 1401INIEBRINO: ' , I , .. < 0 mo 22z - xi rn r -1 p0 m0 z � CD "n Om z cnv N. 12'-011 • w • , 62, .A = H 1I1 . ,! S a = O I- O = N O ,- ac , { Z 11 ii i 1 • w _ i JL /// —I / 0 O iL z '-1 o rm" !)' : / - m 17,1 Amo 1 ''f i nt DJ sS_\L:).'i:.1 - O A �" y I11lll r'n t� --!1--/;--,i'` I- mN0 Z .rte i1 11a c1 ''ii '-7 Ngo \ ` ' r1/ m to r \r ,• .1c,'. ,-:;2?mm§ \l m0Z ' ;Q. Rk v 14�? 7 o ,r z ,tet �o 7J m COPYRIGHT 2019 MACNAB PATIO COVER ADDITION r JAS ENGINEERING SCOTT MACNAB �' 1419 Washington St, ?' m < a m 12936 5W PARKDALE AVE Suite 100 > 0 —1 -i DESIGN BY: JAS , Oregon City,Oregon 97045 :a ° _i Z m DRAWN BY: oAs • TIGARD, OR 97223 Work:503 657-9800 —4 0 Cell: 503-449-3080 Z JAS PROJ.NO: 18-084 Andy@jasenginc.com INGINKRIRING ISSUE DATE: 1/02/2019 • ' C) MI 0 X Z :FI —1 I— C) I— —I v0 m0 ZD CD m zr cn 12'-0" f = 4 0 m 0x r;, -I iii --1 cz 030 ,... N b _,0 r7J II = M ‘11111116.--,., ► -... or - � ' 1/40.,,,, A m Zo rT1 d rn (t} mm1 1 1 XJ n e. I -1 is Z ) ' Z y Q i mnz mAo; i 1107 //:::' SyA � / mnI _ O, rilk O �Y -.. Pm_<m0N 7, m COPYRIGHT2019 MACNAB PATIO COVER ADDITION JAS ENGINEERING SCOTT MACNAB r 1419 Washington St, 1 m< D miP, 12936 SW PARKDALE AVE suite toe '-i I.11D —1 " DESIGN BY: JAs SOregon City, Oregon 97045 N ° _ ... DRAWN BY: DAS TIGARD, OR. 97223 Work:503-657-9800 0 _ 0 Cell: 503-449-3080 JAS PROJ.NO: I8-084 1 i sm a I S M G ,ZAndy@jasenginc.com ISSUE DATE: 1/02/2019 STRUCTURAL NOTES GENERAL STRUCTURAL NOTES REINFORCED CONCRETE 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, 3/4" MINUS AT FOOTINGS AND 3/8" 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. 6. STRUCTURAL CONCRETE: Fc = 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 )4% 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 DI 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 WIND IMPORTANCE FACTOR. le 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 0.8509 FORM WORK SPECTRAL ACCELERATION. Si 0.395g SITE CLASS SITE CLASS 0 1. CONSTRUCTION, SHORING AND BRACING OF FORMWORK SHALL BE IN ACCORDANCE WITH SEISMIC DESIGN CATEGORY. SOC CATEGORY 0 SECTION 2 OF ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE". RESPONSE MODIFICATION FACTOR, R 1.5 SEISMIC RESPONSE COEFFICIENT, Cs 0.438 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DESIGN, CONSTRUCTION. SEQUENCING DESIGN BASE SHEAR, V 2692.51. 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 1. THE CONTRACTOR SHALL SUBMIT TO THE ENGINEER PRIOR TO DURING PLACEMENT OF REINFORCINGFABRICATION/1NSTALLATION ALL SHOP DRAWINGS. PRODUCT DATA, ETC. NECESSARY FOR DURING PLACEMENT OF CAST-IN-PLACE LACE STEEL CONCRETE (GIP)& ANCHOR BOLTS 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 6)8T- L A�r7 is l CARLESON TESTING, INC MAYS TESTING ENGINEERS, INC. 1. STRUCTURAL STEEL SHALL CONFORM TO ASTM A53, GRADE 8 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 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 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 )4" MINUS CRUSHED AGGREGATE BASE AS INDICATED OF SJ-10P 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. o,c'i 7. NO BACKFILL SHALL BE PLACED BEHIND CANTILEVERED WALLS UNTIL THE CONCRETE ��•'�� x'X a HAS ATTAINED 100% OF ITS SPECIFIED COMPRESSIVE STRENGTH. �[Ta `J` O� a { ;., o m e� a �� ,N A m z 8. COMPACTION TESTING SHALL BE IN ACCORDANCE WITH ASTM D2922. I �`- � i'?5.-,_I 1 ; N , 1 t U.. ,`/ co m 44 1 �` iC Y jy mD i C.o m0 Z IO. C -goer rl:`: _./ �r.. D I� .��J °' 0 m 7J(n zIt.Q ,..� �,a.. O 7J Cl) COPYRIGHT2019 MACNAB PATIO COVER ADDITION Z C = JAS ENGINEERING SCOTT MACNAB 1419 Washington St, K, O n $ 12936 SW PARKDALE AVE ill 0 S Ore 100 1 -I DESIGN BY: JAS Oregon City, Oregon 97045 C N c .. DRAWN BY: DAS TIGARD, OR 97223 Cell:W : 503-657-9800 503-449-3080 JAS PROJ.NO: 18-084 aNcoNiantme Andy@jasenginc.com r ISSUE DATE: 1/02/20 I 9 ODESIGNATES TYPICAL SHEAR PANEL CONSTRUCTION 4/O¶ LA r�`.1 SHEARWALL SCHEDULE MARK SHEATHING FASTENERS 0 EDGE 0 FIELD ANCHOR BOLTS SOLE PLATE NOTES A 15/32"CDX 260//FT. COMMON NAILS 8d 0 6" O.C. 134 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" 0.C. 8d 0 12" O.C. 5/8" DIA. 0 18' O.C. 3-16d 0 16"0.C. wf 3x3x1/4 PLATE WASHERS 0 A.B. C 15/32"CDX 490j/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/3x3x1/4 PLATE WASHERS 0 A.B. IN 2x SILL PLATE O 15/32'CDX 640//FT. COMMON NAILS 8d 0 2" O.C. [Id 0 12" O.C. 5/8"DIA. 0 18" O.C. 3-20d 0 8" 0.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 WITH SIMPSON SET XP ADHESIVE. EMBED 7" MIN. AT NOTED SPACING IN EXISTING CONCRETE WALL. x STRUCTURAL PANEL NOTES ".-lt)'r" 'r1 -')�'` A DESIGNATES TYPICAL HOLDOWN TYPE �1 c+�r � �S. ) � ? 6:-,.� v ) 1. THE LOCATION OF REQUIRED STRUCTURAL PANELS HAVE BEEN NOTED FOR CLARITY. O HOEDOWN 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&SWD SHALL BE BACKED 1 MST 37 w/MIN. DOUBLE STUDS 1,7251 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 5519 16 13" 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 3,215/ 4. HOLDOWNS OCCUR AT ENDS OF STRUCTURAL PANELS AND SHALL FASTEN TO A MN. 4 HDU4 - 5052.3 58�f24 18" EMBED w/MIN. 4x POSTS 4,585/ 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 HDU5 - 50S2.5 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. 8 110(18 - SDS2.5 SSTR 36 29" EMBED w/MIN. 6x POSTS 7,8701 5. WOOD STRUCTURAL PANELS SHALL BE 15/32" C-D INTERIOR-TYPE BONDED WITH 11 HDU11 - SOS2.5 S81X30 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/MIN. 6x POSTS 10,1601 DAR POSTS INDICATED IN THESE PLANS. PARTICLEBOARD AND OS8 ARE NOT PERMITTED. MINIMUM NAILING IS 8d •6" 0.C. AT PANEL EDGES AND 8d 0 12"O.C. IN THE FIELD. ALL NAILS 14 HDU 14-5052.5 w/MIN. 6x POSTS 14,445/ ARE COMMON OR GALVANIZED BOX NAILS. BLOCKING IS REQUIRED AT PANEL JOINTS UNLESS OTHERWISE NOTED. NOTES: FOR HDU2&HDU5 USE 5/8"DIA. ANCHOR W/SIMPSON SET XP ADHESIVE EMBED 10" MIN. 6. CONNECT RIM JOIST/BLOCKING TO WALL TOP PLATE AS FOLLOWS: SWA SIMPSON A35 2" FOR HOU8&HOU11 USE 7/8" DIA. ANCHOR W/SIMPSON SET XP ADHESIVE EMBED 15" MIN. SI 16"O.C.; 5W8C SIMPSON A35 0 12"O.C.: SWC (2) SIMPSON A 35 0 16" O.C: SWO (2) SIMPSON A 35 0 112" O.C. 7. SPECIAL INSPECTION (OWNER FURNISHED) IS REQUIRED IN ACCORDANCE WITH THE OC 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 PREMANUEACTUREI 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; Fc•L - 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-I-= 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 LAMINATED BEAMS (GLB) 3. MINIMUM NAILING IS 8d O 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 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 'w 1 S+ r - CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED WITH ACZA TO A MINIMUM �r )+:. RETENTION OF 0.25 POUNDS PER CUBIC FOOT BY ASSAY. ' 6. NAIUNG ALL BE T COMMON NAILS IN CONFORMANCE WITH TABLE 2304.9., 2012 �� bl, 0 o.r. �4 , , . IBC UNLESS NOTED OTHERWISE. Com' 7. PROVIDE STANDARD 3"X 3" X 0.229" STEEL PLATE WASHERS UNDER ALL INTERMEDIATE rn 1 ANCHOR BOLT HEADS AND NUTS AT THE SILL PLATE. USE STANDARD WASHERS FOR ALL - Q"° .+rr1 ;'I •..f OTHER BOLT HEADS AND NUTS IN CONTACT WITH WOOD. 0 CO 1- ,1 CD ,,>, > Al:: ,. 1 �m=• Z �` 7 , • o I z-m lo N j„.)Z mo = m 2 mn • Oo 00 Z GJ m Q .Z1 N COPYRIGHT 2019 MACNAB PATIO COVER ADDITION JAS ENGINEERING Washington St, Cl) = Z SCOTT MACNAB C = 12936 SW PARKDALE AVE Suite 100 73m O j -� ,, m DESIGN BY: Jas . 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