Report M6r2020-ooZZ
/345,5 sw ASK Dig
GENERAL
THE CONTRACTOR IS RESPONSIBLE FOR VERIFICATION AND CORRELATION OF ALL ITEMS AND WORK NECESSARY FOR COMPLETION
OF THE PROJECT AS INDICATED BY THE CONTRACT DOCUMENTS. SHOULD ANY QUESTION ARISE REGARDING THE CONTRACT
DOCUMENTS OR SITE CONDITIONS, THE CONTRACTOR SHALL REQUEST INTERPRETATION AND CLARIFICATION FROM THE ENGINEER
BEFORE BEGINNING THE PROJECT. THE ABSENCE OF SUCH REQUEST SHALL SIGNIFY THAT THE CONTRACTOR HAS REVIEWED AND
FAMILIARIZED HIMSELF WITH ALL ASPECTS OF THE PROJECT AND HAS COMPLETE COMPREHENSION THEREOF. THE CONTRACTOR
SHALL BE RESPONSIBLE FOR CONFORMANCE TO ALL SAFETY REGULATIONS DURING CONSTRUCTION.
THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. UNLESS OTHERWISE SPECIFICALLY NOTED,
THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION OR CONSTRUCTION LOADS. ONLY THE CONTRACTOR SHALL PROVIDE ALL
METHODS, DIRECTION AND RELATED EQUIPMENT NECESSARY TO PROTECT THE STRUCTURE, WORKMEN AND OTHER PERSONS AND
PROPERTY DURING CONSTRUCTION. THE CONTRACTOR SHALL, AT HIS OWN EXPENSE, ENGAGE PROPERLY QUALIFIED PERSONS TO
DETERMINE WHERE AND HOW TEMPORARY PRECAUTIONARY MEASURES SHALL BE USED AND INSPECT SAME IN THE FIELD. ANY
MATERIAL NOT AS SPECIFIED OR IMPROPER MATERIAL INSTALLATION OR WORKMANSHIP SHALL BE REMOVED AND REPLACED WITH
SPECIFIED MATERIAL IN A WORKMANLIKE MANNER AT THE CONTRACTOR'S EXPENSE.
THESE PLANS, SPECIFICATIONS, ENGINEERING AND DESIGN WORK ARE INTENDED SOLELY FOR THE PROJECT SPECIFIED HEREIN.
MILLER CONSULTING ENGINEERS DISCLAIMS ALL LIABILITY IF THESE PLANS AND SPECIFICATIONS OR THE DESIGN, ADVICE AND
INSTRUCTIONS ATTENDANT THERETO ARE USED ON ANY PROJECT OR AT ANY LOCATION OTHER THAN THE PROJECT AND LOCATION
SPECIFIED HEREIN. OBSERVATION VISITS TO THE JOB SITE AND SPECIAL INSPECTIONS ARE NOT PART OF THE STRUCTURAL
ENGINEER'S RESPONSIBILITY UNLESS THE CONTRACT DOCUMENTS SPECIFY OTHERWISE.
NON-STRUCTURAL PORTIONS OF PROJECT, INCLUDING BUT NOT LIMITED TO PLUMBING, FIRE SUPPRESSION, ELECTRICAL,
MECHANICAL, LAND USE, SITE PLANNING, EROSION CONTROL FLASHING AND WATER-PROOFING ARE BEYOND THE SCOPE OF THESE
DRAWINGS AND ARE PROVIDED BY OTHERS.
TEMPORARY SHORING
WHEREVER SHORING IS REQUIRED,THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING A SHORING SYSTEM THAT PREVENTS
SETTLEMENT AND/OR DAMAGE TO EXISTING FACILITIES AND PROTECTS PERSONNEL,THE PUBLIC,AND THE BUILDING,SUPPORTING
STREETS,WALKWAYS, UTILITIES, IMPROVEMENTS AND EXCAVATION AGAINST LOSS OF GROUND OR CAVING OF EMBANKMENTS
DURING CONSTRUCTION,AS REQUIRED.THE CONTRACTOR SHALL LOCATE THE SYSTEM CLEAR WITHOUT OBSTRUCTION OF THE
PERMANENT STRUCTURE AND TO PERMIT CONSTRUCTION TO PROCEED.
SPECIAL INSPECTION/STRUCTURAL OBSERVATION
SPECIAL INSPECTION AND/OR TESTING IS REQUIRED IN ACCORDANCE WITH IBC SECTION 1704. THE CONTRACTOR SHALL PROVIDE
SUFFICIENT NOTICE TO ALLOW SCHEDULING OF SPECIAL INSPECTION. IT IS THE OWNER'S RESPONSIBILITY TO PROVIDE SPECIAL
INSPECTION AND TESTING BY A QUALIFIED THIRD PARTY,SUCH AS A TESTING AGENCY REVIEWED BY THE ENGINEER.
REFERENCE THE SPECIAL INSPECTION TABLE FOR ITEMS REQUIRING SPECIAL INSPECTION, TESTING, AND STRUCTURAL
OBSERVATION.
BUILDING CODE
ALL PHASES OF THE WORK SHALL CONFORM TO THE 2017 OREGON Re5rOEu7,AL SPECIALTY CODE, BASED ON THE 2012
INTERNATIONAL BUILDING CODE (IBC), INCLUDING ALL REFERENCE STANDARDS, UNLESS NOTED OTHERWISE.
DESIGN LOADS
LIVE LOAD REDUCTION FOR BEAMS AND COLUMNS WAS NOT USED. DESIGN FOR MECHANICAL LOADS INCLUDES ONLY THOSE
INDICATED ON STRUCTURAL DRAWINGS.THE FOLLOWING ARE THE DESIGN REQUIREMENTS:
STRUCTURAL DESIGN CRITERIA
RISK CATEGORY II
DESIGN DEAD LOADS
DECK 62 PSF
FLOOR LIVE LOAD(RESIDENTIAL)
FLOORS _ 40 PSF
DECKS 40 PSF
WIND DESIGN DATA
BASIC WIND SPEED(3 SEC GUST) 120 MPH
EXPOSURE B
INTERNAL PRESSURE COEFFICIENT GCPI=+/-0.18
RECEIVED
'JUL 07 2020
CITY OF TIGARD
BUILDING DIVISION
PAGE 1
SEISMIC DESIGN DATA
IMPORTANCE FACTOR IE=1.0
SPECTRAL RESPONSE ACCELERATIONS Ss=0.968,St=0.422
SITE CLASS D
SPECTRAL RESPONSE COEFFICIENTS SEG=0.718,SDI=0.444
SEISMIC DESIGN CATEGORY D
BASIC SEISMIC FORCE RESISTING SYSTEM LIGHT FRAMED SHEAR WALLS
SEISMIC RESPONSE COEFFICIENT Cs=0.11
RESPONSE MODIFICATION FACTOR R=6.5
ANALYSIS PROCEDURE USED ASCE 7-10 EQUIVALENT LATERAL FORCE
FOUNDATION CRITERIA
CONTRACTOR SHALL VERIFY SOIL CONDITIONS AT THE FOOTINGS AND MAKE ANY NECESSARY CORRECTIONS TO PLACE THEM ON
FIRM NATIVE SOIL OR STRUCTURAL FILL COMPACTED TO 95%OF MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT PER ASTM D698
(STANDARD PROCTOR), OR ASTM D1557 (MODIFIED PROCTOR). THE COMPACTION SHALL BE VERIFIED BY A QUALIFIED INSPECTOR
APPROVED BY THE BUILDING OFFICIAL. COMPACTED STRUCTURAL FILL FOR DEPTHS GREATER THAN 12 INCHES SHALL COMPLY WITH
PROVISIONS OF AN APPROVED GEOTECHNICAL REPORT.ASSUMED SOIL BEARING PRESSURE 1500 POUNDS PER SQUARE FOOT(PSF).
CONCRETE
MIXING, BATCHING,TRANSPORTING,PLACING AND CURING OF CONCRETE SHALL BE IN ACCORDANCE WITH THE AMERICAN CONCRETE
INSTITUTE,ACI 318,ACI 301 AND IBC CHAPTER 19.
CONCRETE MIX DESIGNS SHALL MEET THE FOLLOWING REQUIREMENTS:
CONCRETE MIX DESIGN REQUIREMENTS
COMPRESSIVE MAXIMUM MAXIMUM
MEMBER TYPE/LOCATION STRENGTH AT 28 AGGREGATE W/CM RATIO
DAYS,F'C(PSI) SIZE
FOOTINGS AND MAT FOUNDATIONS 4000 1" 0.50
COLUMNS 5000 3/4" 0.45
CONCRETE USED IN ELEVATED SLABS AND BEAMS SHALL HAVE A SHRINKAGE LIMIT OF 0.045% AT 28 DAYS AS MEASURED IN
ACCORDANCE WITH ASTM C157.SUBMIT LABORATORY TEST RESULTS FOR APPROVAL PRIOR TO CONSTRUCTION.
ALL EXTERIOR CONCRETE SUBJECT TO FREEZE/THAW CYCLES,AND/OR CONTINUOUS MOISTURE OR DEICING CHEMICALS, INCLUDING
SIDEWALKS, SLABS AND WALLS, SHALL HAVE A MAXIMUM W/CM RATIO OF 0.45 AND A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS,
F'C=4500 PSI,AND SHALL MEET THE FOLLOWING AIR CONTENT REQUIREMENTS:
CONCRETE MIX AIR CONTENT REQUIREMENTS
MAXIMUM AGGREGATE SIZE CONCRETE SUBJECT TO CONCRETE SUBJECT TO CONTINUOUS
FREEZE/THAW CYCLES MOISTURE AND/OR DEICING CHEMICALS
3/4" 5% 6%
1" 4.5% 6%
THE AIR-ENTRAINING ADMIXTURE SHALL CONFORM TO ASTM C260. ALL CONCRETE WITH REINFORCEMENT SHALL HAVE NO CHLORINE
OR CHLORIDES. NO WATER MAY BE ADDED TO THE CONCRETE IN THE FIELD UNLESS SPECIFICALLY APPROVED IN WRITING BY THE
CONCRETE SUPPLIER IN CONJUNCTION WITH THE APPROVED CONCRETE MIX DESIGN.
SLEEVES, OPENINGS, CONDUIT, AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE REVIEWED BY
THE STRUCTURAL ENGINEER BEFORE PLACING CONCRETE.
WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE, THE EXISTING CONCRETE SURFACE SHALL BE CLEANED AND
ROUGHENED TO A MINIMUM 1/4"AMPLITUDE PER ACI 318 11.6.9.
DESIGN OF FORMWORK, SHORING AND RE-SHORING DESIGN IS THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL CONFORM TO
ACI 347R-14 AND ACI 347.2R-17.
CONCRETE REINFORCING STEEL
ALL REINFORCING STEEL SHALL BE DEFORMED BARS PER ASTM A615 OR A706,GRADE 60 UNLESS NOTED OTHERWISE.
ALL REINFORCING STEEL SHALL BE SUPPORTED ON WELL-CURED CONCRETE BLOCKS, PLASTIC CHAIRS OR APPROVED METAL CHAIRS,
AS SPECIFIED BY THE CRSI MANUAL OF STANDARD PRACTICE, MSP-1 AND SECURELY TIED IN PLACE WITH #16 ANNEALED IRON WIRE
PRIOR TO PLACING CONCRETE. REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH THE "ACI MANUAL OF STANDARD
PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES," ACI 315. BAR LENGTHS DETAILED ARE OUT TO OUT AND DO NOT
INCLUDE ALLOWANCE FOR HOOKS OR BENDS.
PAGE 2
• WELDING OR TACK WELDING OF REINFORCING BARS TO OTHER BARS OR EMBEDDED STEEL ITEMS IS PROHIBITED EXCEPT WHERE
SPECIFICALLY APPROVED BY THE ENGINEER.WHERE WELDING IS APPROVED, REINFORCING STEEL SHALL CONFORM TO ASTM A706,
AND WELDING SHALL BE PERFORMED BY AWS CERTIFIED WELDERS USING E9018 OR APPROVED ELECTRODES. WELDING
PROCEDURES SHALL CONFORM TO THE REQUIREMENTS OF AWS D1.4.
UNLESS NOTED OTHERWISE,CAST-IN-PLACE CONCRETE COVER OVER REINFORCING STEEL SHALL BE AS FOLLOWS:
CONCRETE COVER(UNLESS NOTED OTHERWISE)
BAR SIZE CONCRETE CAST CONCRETE EXPOSED SLABS&JOISTS WALLS BEAMS&COLUMNS
AGAINST EARTH TO EARTH/WEATHER (TIES,STIRRUPS,SPIRALS)
#5&SMALLER 3" 1 1/2" TOP BARS:3/4" 1" 1 1/2„
BOTTOM BARS: 1"
SPECIFIED CONCRETE COVER SHALL BE MAINTAINED TO ALL REINFORCEMENT AT CONCRETE REVEALS AND INSETS.SHOP DRAWINGS
SHOWING CONCRETE REVEALS AND OTHER INSETS SHALL BE SUBMITTED FOR REVIEW.
USE MINIMUM 30"LAP FOR#4 BAR AND A MINIMUM 36"LAP FOR#5 BAR UNO.AT THE CONTRACTOR'S OPTION, MECHANICAL COUPLINGS
MAY BE USED FOR ANY BAR SIZE AND AT ANY LOCATION, PROVIDED A CURRENT ICC-ES REPORT DEMONSTRATES THE COUPLING CAN
ACHIEVE A MINIMUM TENSILE STRENGTH OF 125 PERCENT OF THE SPECIFIED YIELD STRENGTH OF THE BAR AND 100 PERCENT OF THE
SPECIFIED TENSILE STRENGTH OF THE SPLICED BAR.
WOOD FRAMING
ALL STRUCTURAL WOOD COLUMNS AND BEAMS TO BE DOUGLAS FIR/LARCH (DF/L), #1 UNLESS NOTED OTHERWISE. ALL JOISTS,
PURLINS,AND GIRTS TO BE DF/L#2 AND BETTER UNLESS NOTED OTHERWISE. ALL BLOCKING AND NON-STRUCTURAL FRAMING TO BE
CONSTRUCTION GRADE AND BETTER.ALL WOOD PLATES IN CONTACT WITH CONCRETE OR MASONRY SHALL BE HEM-FIR#2 PRESSURE
TREATED UNLESS NOTED OTHERWISE. ALL COLUMNS SHALL HAVE SOLID BLOCKING FOR THE FULL COLUMN AREA TO SUPPORTING
MEMBERS BELOW.COLUMNS SHALL ALIGN THROUGH ALL FLOORS TO THE FOUNDATION.
ALL PREFABRICATED METAL TIMBER CONNECTORS AND HANGERS SHALL BE FULLY BOLTED AND/OR NAILED AS INDICATED BY
MANUFACTURER, UNLESS NOTED OTHERWISE.ALL CONNECTORS, HANGERS AND FASTENERS SHALL BE CORROSION PROTECTED PER
MANUFACTURER'S RECOMMENDATIONS. SIMPSON PREFABRICATED METAL TIMBER CONNECTORS NOTED. OTHER TYPES OF METAL
CONNECTORS REQUIRE PRIOR REVIEW.
ALL BOLT HEADS OR NUTS BEARING ON WOOD TO HAVE STANDARD WASHERS.BOLT HOLES IN WOOD SHALL BE A MINIMUM OF 1/32"TO
A MAXIMUM OF 1/16"LARGER THAN THE BOLT.ALL LAG SCREWS SHALL HAVE PILOT HOLES AS PER LAG SCREW LEAD HOLE SCHEDULE.
REFER TO SECTION 11.1 OF THE NDS FOR ADDITIONAL INSTALLATION INSTRUCTIONS OF DOWEL-TYPE FASTENERS.
LAG SCREW PILOT HOLE SCHEDULE(PER SECT.11.1.4 OF NDS)
APPLICABLE FOR:DOUGLAS FIR-LARCH,HEM-FIR,ENGINEERED LUMBER,AND 24F GLB
LAG DIAMETER CLEARANCE HOLE FOR SHANK LEAD HOLE FOR LENGTH OF THREADED
(FULL BODY DIA.) PORTION ONLY
3/8"AND SMALLER NOT REQUIRED NOT REQUIRED
7/16" 7/16" 3/16"
1/2" 1/2" 1/4"
5/8" 5/8" 3/8"
3/4" 3/4" 7/16"
7/8" 7/8" 1/2"
1" 1" 11/16"
1 1/8" 11/8" 3/4"
1 1/4" 1 1/4" 7/8"
ALL SHEATHING SHALL BE APA RATED GROUP 1, EXPOSURE 1 IN COMPLIANCE WITH VOLUNTARY PRODUCT STANDARDS DOCUMENT
PS1 AND DOCUMENT PS2.
1 1/8"SHEATHING TO BE C-D WITH SPAN RATING OF 48/24.
UNLESS OTHERWISE SPECIFIED BY THE PANEL MANUFACTURER, PROVIDE A MINIMUM GAP OF 1/8"BETWEEN ALL SHEATHING PANELS.
ALL FLOOR SHEATHING TO BE TONGUE AND GROOVE. GLUE ALL FLOOR SHEATHING WITH STRUCTURAL ADHESIVE, 3M-5200 OR
EQUIVALENT,AT ALL SUPPORTS. ALL SHEATHING WALLS AND/OR SHEAR WALLS SHALL HAVE 2X BLOCKING AT PANEL EDGES UNLESS
NOTED OTHERWISE.
PAGE 3
'WOOD FRAMING FASTENING SCHEDULE
• ALL NAILS SHALL BE COMMON AND NAILING SHALL BE PER THE NAILING SCHEDULE UNLESS OTHERWISE NOTED ON THE DRAWINGS.
THE FOLLOWING NAIL SIZES SHALL BE USED UNLESS NOTED OTHERWISE:
6D NAIL:0.113 INCH DIA.X 2 INCHES LONG WITH MIN HEAD DIA. 17/64 IN.
8D NAIL:0.131 INCH DIA.X2%INCHES LONG WITH MIN HEAD DIA.9/32 IN.
10D NAIL:0.148 INCH DIA.X 3 INCH LONG WITH MIN HEAD DIA.5/16 IN.
12D NAIL:0.148 INCH DIA.X 3 Y.INCHES WITH MIN HEAD DIA.5/16 IN.
16D NAIL:0.162 INCH DIA.X 3%INCHES WITH MIN HEAD DIA. 11/32 IN.
STAPLE OF EQUIVALENT VALUE MAY BE SUBSTITUTED AFTER REVIEW BY ENGINEER. NAILS AND STAPLES SHALL NOT BE OVERDRIVEN.
WOOD FRAMING FASTENING SCHEDULE
ITEM FASTENERS
JOISTS TO BLOCKING(END NAIL) (3) 16D
NAIL-LAMINATED BEAMS(FACE NAIL) 16D AT 8"OC STAGGERED W/(3)16D AT EA.END
BLOCKING TO JOISTS(TOE NAIL) (4) 10D
RIM JOIST TO JOISTS(END NAIL) (3) 16D
SHEATHING
10D GALV OR RING SHANK.AT 6"OC AT ALL
FLOORS SUPPORTED PANEL EDGES AND FLOOR PERIMETER
AND 12"OC AT ALL INTERMEDIATE SUPPORTS
NOTE:#6-1 1/4"TYPE S OR W SCREW MAY BE SUBSTITUTED FOR GIVEN NAILS IN ALL GWB. FOR MULTIPLE LAYERS OF
GWB,SCREWS REQUIRE 3/4"MIN EMBED INTO WOOD MEMBER.
GLUE LAMINATED BEAMS
GLUE LAMINATED BEAMS SHALL BE 24F-V4; DF/L, EXCEPT CANTILEVERED OR CONTINUOUS BEAMS TO BE 24F-V8, COMPRESSION
PERPENDICULAR TO GRAIN TO BE 650 PSI, DRY USE (MOISTURE CONTENT LESS THAN 16% IN SERVICE CONDITIONS), INDUSTRIAL
GRADE, 2 COATS OF SEALER THAT BOND TO THE SURFACE OF THE MEMBER, WATERPROOF GLUE, AND IS MANUFACTURED AND
CERTIFIED PER THE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC), ANSI/AITC A 190.1, ASTM D-3737 AND CERTIFICATION
STAMPED. CAMBER IS EQUAL TO A 2600'RADIUS BETWEEN SUPPORTS FOR SPANS OVER 24', OR AS NOTED ON DRAWINGS. NO WHITE
SPECK PERMITTED. GLUE LAMINATED COLUMNS SHALL BE COMBINATION NO. 3. DF/L, INDUSTRIAL GRADE, AITC CERTIFICATION, DRY
USE (MOISTURE CONTENT LESS THAN 16% IN SERVICE CONDITIONS), (2)COATS OF SEALER. EASE EDGES ON GLUE LAMINATED BEAMS
TO BE COMPATIBLE WITH STEEL AT CONNECTIONS.
PRESSURE TREATED LUMBER
ALL STRUCTURAL WOOD MEMBERS EXPOSED TO WEATHER OR AS NOTED ON DRAWINGS OR AS REQUIRED BY IBC SECTION 2303.1.8,
SHALL BE PRESERVATIVE TREATED IN ACCORDANCE WITH AMERICAN WOOD-PRESERVERS ASSOCIATION USING (ACQ, CA-B, DOT)
STANDARD U1 AND M4 FOR SPECIES, PRODUCT, PRESERVATIVE, AND END USE. RETENTION AMOUNTS SHALL BE AS REQUIRED FOR
AWPA USE CATEGORY STANDARDS FOR STRUCTURAL APPLICATIONS. FOR ABOVE GROUND APPLICATIONS RETENTION OF 0.25 LBS
PER CUBIC FOOT OF ACQ OR 0.10 LBS PER CUBIC FOOT OF CA-B BASED ON AWPA USE CATEGORY STANDARDS UC1, UC2, UC3A, UC3B.
FOR GROUND CONTACT, FRESH WATER IMMERSION APPLICATIONS RETENTION OF 0.40 LBS PER CUBIC FOOT OF ACQ OR 0.25 LBS PER
CUBIC FOOT OF CA-B BASED ON AWPA USE CATEGORY STANDARDS UC4A, UC4B. FOR IN GROUND STRUCTURAL APPLICATIONS
RETENTION OF 0.60 LBS PER CUBIC FOOT OF ACQ OR 0.31 LBS PER CUBIC FOOT OF CA-B BASED ON AWPA USE CATEGORY STANDARD
UC4B. FOR ABOVE GROUND, CONTINUOUSLY PROTECTED FROM LIQUID WATER APPLICATIONS (SILL PLATE) RETENTION OF 0.25 LBS
PER CUBIC FOOT OF ACQ OR 0.10 LBS PER CUBIC FOOT OF CA-B OR 0.25 LBS PER CUBIC FOOT BASED ON AWPA USE CATEGORY
STANDARDS UC1,UC2.
FASTENERS IN CONTACT WITH PRESERVATIVE-TREATED MATERIAL SHALL BE IN ACCORDANCE WITH IBC SECTION 2304.9.5. TIMBER
CONNECTORS/FASTENERS INCLUDING NUTS AND WASHERS IN CONTACT WITH PRESERVATIVE-TREATED MATERIAL SHALL HAVE
PROTECTIVE COATINGS AS RECOMMENDED BY CONNECTOR/FASTENER MANUFACTURER.
ALL LAMINATED VENEER LUMBER, ORIENTED STRAND LUMBER, GLUE LAMINATED LUMBER EXPOSED TO WEATHER AND SUBJECT TO
DECAY, SHALL BE PRESERVATIVE TREATED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS FOR PRESERVATIVE
MATERIALS, RETENTION RATES, AND END USE. LAMINATED TIMBERS SHALL BE PRESERVATIVE TREATED IN ACCORDANCE WITH IBC
SECTION 2304.11.3.
ALL TRIMMED SECTIONS,CUTS,DAPS,OR HOLES IN PRESSURE TREATED MATERIALS SHALL BE TREATED WITH COPPER NAPTHENATE,
IN ACCORDANCE WITH AWPA STANDARD M4.FOR ADDITIONAL REQUIREMENTS,SEE IBC SECTION 2304.11 FOR PROTECTION AGAINST
DECAY AND TERMITES.
PAGE 4
REQUIRED STRUCTURAL SPECIAL INSPECTIONS
INSPECTION
SYSTEM or MATERIAL IBC CODE u�'ut or FREQUENCY REMARKS
REFERENCE STANDARD
RFFFRFNrF Continuous I Periodic
CONCRETE
1705.3 ACI 318:3.5 TOLERANCES AND REINFORCING PLACEMENT PER ACI
REINFORCING STEEL 1910.4 ACI 318:7.1- X 7.5;SPACING LIMITS FOR REINFORCING ACI 7.6
PLACEMENT 1901.3.2 7.7 PROTECTION OF REINFORCEMENT PER ACI 7.7
PLACEMENT OF BOLTS ACI 318:
INSTALLED IN CONCRETE TABLE 1.3.2.0
WHERE ALLOWABLE LOADS 1705.3 ACI 318:8.1.3
HAVE BEEN INCREASED OR 1908.5 ACI 318: X ALL BOLTS VISUALLY INSPECTED
WHERE STRENGTH DESIGN 1909.1 21.1.8
IS USED ACI 318-
APPENDIX D
TABLE
1705.3
ACI 318:
VERIFYING USE OF CHAPTER 4 X
REQUIRED MIX DESIGN(S) 1904 ACI 318:5.2-
1904.2 5.4
1910.2
1910.3
STEEL
AISC 360
N3.2
AISC 360
MATERIAL VERIFICATION OF TABLE A3.5 X MANUFACTURER'S CERTIFICATE OF COMPLIANCE
WELD FILLER METALS 1705.2 APPLICABLE
AWS A5
DOCUMENT
S
SINGLE PASS FILLET WELDS TABLE AWS D1.1
LESS THAN OR EQUAL TO 1705.2 SECTION 6 X ALL WELDS VISUALLY INSPECTED PER AWS D1.1 6.9
5/16"
PAGE 5
•
Site Plan
Project: Louw Residence Deck
Address: 13185 SW ASH Drive Tigard, OR 97223
Applicant: Pete Louw(OWNER)
Total area of lot: 11,250 sqft
Proposed Deck Area: 200 sqft
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PAGE 6