HomeMy WebLinkAboutB17-0120_BLDG 9 S2_1493937600.pdf8. NON-STRUCTURAL ELEMENTS
A. ELEMENTS SUCH AS NON-BEARING PARTITIONS, ETC. ATTACHED TO
AND/OR SUPPORTED BY THE STRUCTURE SHALL TAKE INTO ACCOUNT
DEFLECTIONS AND OTHER STRUCTURAL MOVEMENT.
B. FIRE PROTECTION FOR ALL STRUCTURAL ITEMS SHALL MEET CODE
REQUIREMENTS FOR THE TYPE OF CONSTRUCTION SPECIFIED ON THE
ARCHITECTURAL DRAWINGS.
9. GENERAL
A. ENGINEER'S ACCEPTANCE SHALL BE SECURED FOR ALL STRUCTURAL
SUBSTITUTIONS.
B. WATERPROOFING, VAPOR BARRIERS, ETC. SHALL BE AS SHOWN ON THE
ARCHITECTURAL DRAWINGS AND AS INDICATED IN THE SPECIFICATIONS.
C. ALL MASONRY AND STONE VENEERS SHALL BE ATTACHED TO INTERIOR OR
EXTERIOR WALLS AS SPECIFIED IN SECTION 1405 OF THE INTERNATIONAL
BUILDING CODE.
D. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST
EXISTING FIELD CONDITIONS AND/OR ARCHITECTURAL DRAWINGS. DO NOT
SCALE DRAWINGS.
PROJECT: A REMODEL FOR SANDSTONE 70
G3 # 1704
DATE: JANUARY 17, 2017
1. LIVE LOADS USED IN DESIGN:
A. ROOF < 4:12 PITCH: 100 psf
B. ROOF > 4:12 PITCH: 80 psf
C. DECKS & STAIRS: 100 psf
D. IMPORTANCE FACTORS
DESIGN CATEGORY: II
SEISMIC FACTOR (IE): 1.0
SNOW FACTOR (IS): 1.0
WIND FACTOR (IW): 1.0
E. WIND
Vult: 115 MPH
Vasd: 89.1 MPH
WIND FACTOR: 1.0
F. SNOW
GROUND SNOW LOAD (Pg): 100 PSF
FLAT ROOF SNOW LOAD (Pf): 100 PSF
EXPOSURE FACTOR (Ce): 1.0
THERMAL FACTOR (Ct): 1.0
G. SEISMIC:
SITE CLASS: D
DESIGN CATEGORY: II
SS 0.35
S1: 0.07
SDS: 0.35
SD1: 0.111
SEISMIC RESPONSE COEFFICIENT (Cs): 0.07
RESPONSE MODIFICATION FACTOR (R): 6
ANALYSIS PROCEDURE: SIMPLIFIED METHOD
BASIC LATERAL FORCE RESISTING SYSTEM IS LIGHT FRAME WOOD SHEAR WALLS
I. BUILDING CODE USED IN DESIGN: 2012 IRC
2. TESTING, INSPECTIONS AND OBSERVATIONS:
A. PERIODIC OBSERVATIONS OF CONSTRUCTION BY THE STRUCTURAL ENGINEER
SHALL NOT REPLACE REQUIRED INSPECTIONS BY THE GOVERNING AUTHORITY
OR SERVE AS "SPECIAL INSPECTIONS" AS MAY BE REQUIRED BY CHAPTER 17 OF
THE INTERNATIONAL BUILDING CODE.
3. FOUNDATIONS
A. MAXIMUM ALLOWABLE SOIL BEARING PRESSURE ASSUMED IN DESIGN IS
2000 PSF. CONTRACTOR SHALL RETAIN A STATE LICENSED SOILS ENGINEER
TO VERIFY IN WRITING THAT THE ACTUAL BEARING CAPACITY IS GREATER
THAN OR EQUAL TO THE ASSUMED VALUE.
B. ALL FOOTING BEARING ELEVATIONS SHOWN ON THE CONSTRUCTION
DOCUMENTS ARE ASSUMED TO BEAR ON UNDISTURBED NATURAL SOIL.
ACTUAL FIELD CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR AND
APPROVED BY THE SOILS ENGINEER PRIOR TO PLACING CONCRETE. THE
BOTTOM OF ALL EXTERIOR FOOTINGS SHALL BE A MINIMUM OF 4'-0"
BELOW FINISHED GRADE.
C. CONTRACTOR SHALL NOTIFY SOILS ENGINEER AFTER EXCAVATION IS
COMPLETE SO THAT CONDITIONS MAY BE REVIEWED PRIOR TO PLACEMENT
OF ANY FILL OR CONCRETE.
4. SLAB ON GRADE
A. THE PREPARATION OF THE SUB-GRADE FOR THE SLAB ON GRADE
SHALL BE PERFORMED IN STRICT ACCORDANCE WITH THE PROJECT
SOILS REPORT RECOMMENDATIONS. CONTRACTOR SHALL DIRECT ALL
QUESTIONS REGARDING SUB-GRADE PREPARATION TO THE
GEOTECHNICAL ENGINEER.
B. MOVEMENT OF THE SLAB ON GRADE MAY CAUSE DAMAGE TO ANYTHING
CONNECTED TO BOTH THE SLAB AND TO OTHER PORTIONS OF THE
STRUCTURE. ISOLATION DETAILS FOR NON-BEARING PARTITIONS,
BASEBOARDS, PIPING AND OTHER SENSITIVE ITEMS MAY BE REQUIRED.
REFER TO THE APPROPRIATE DRAWINGS AND/OR CONSULT WITH THE
RESPONSIBLE MEMBER OF THE DESIGN TEAM PRIOR TO CONNECTING
ITEMS TO BOTH THE SLAB ON GRADE AND OTHER PORTIONS OF THE
STRUCTURE. PROVIDE SLIP SHEETS BETWEEN SLABS AND ANY BRITTLE
FLOOR FINISHES.
5. CONCRETE
D. ALL CAST-IN-PLACE CONCRETE SHALL BE MADE WITH TYPE I/II
PORTLAND CEMENT, STONE AGGREGATE, AND SHALL SATISFY THE
FOLLOWING REQUIREMENTS:
CONCRETE ITEM F'c MIX TYPE MAX. W/C RATIO % AIR
FOOTINGS/PIERS 3000 psi STD. N/A N/A
EXTERIOR CONCRETE SLABS 4500 psi STD 0.45 6% - 8%
(MAXIMUM SLUMP FOR EXTERIOR CONCRETE SHALL NOT EXCEED 4")
E. ALL SLABS, TOPPINGS & FOOTINGS SHALL NOT HAVE JOINTS IN A
HORIZONTAL PLANE. ANY STOP IN CONCRETE WORK SHALL BE MADE WITH
VERTICAL BULKHEADS AND HORIZONTAL SHEAR KEYS UNLESS NOTED
OTHERWISE.
F. ALL CONCRETE WORK AND REINFORCEMENT DETAILING SHALL BE IN
ACCORDANCE WITH ACI-318, LATEST EDITION, UNLESS NOTED OTHERWISE.
6. REINFORCEMENT
A. ALL REINFORCING SHALL BE HIGH-STRENGTH DEFORMED BARS
CONFORMING TO ASTM A615, GRADE 60 EXCEPT TIES WHICH SHALL BE
ASTM, A615, GRADE 40 OR ASTM A706, GRADE 60.
B. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A 185, GRADE 65 AND
SHALL BE LAPPED ONE FULL MESH AND BE SECURELY WIRED TOGETHER AT
SPLICES.
C. MINIMUM CONCRETE COVER FOR REINFORCEMENT
C1. CONCRETE CAST AGAINST EARTH 3"
C2. CONCRETE CAST IN FORMS (EXPOSED TO EARTH/WEATHER) 1 1/2"
D. REINFORCEMENT PLACEMENT AND TOLERANCES SHALL BE IN ACCORDANCE
WITH ACI-318 LATEST EDITION. ALL REINFORCING SHALL BE ACCURATELY
LOCATED, TIED IN PLACE AND SECURED AGAINST DISPLACEMENT PRIOR TO
PLACING CONCRETE.
E. NO SPLICES OF REINFORCEMENT SHALL BE MADE EXCEPT AS DETAILED OR
AUTHORIZED BY THE STRUCTURAL ENGINEER. LAP SPLICES,WHERE
PERMITTED, SHALL BE A MINIMUM OF 48 BAR DIAMETERS FOR #6 BARS AND
SMALLER .
7. WOOD
A. ALL FRAMING LUMBER SHALL BE DRY DOUGLAS-FIR LARCH GRADED BY
WESTERN WOOD PRODUCTS ASSOCIATION AND CONFORMING TO THE
INTERNATIONAL BUILDING CODE AS FOLLOWS:
2" TO 4" THICK / 6" AND WIDER #2 Fb = 900 PSI
2" TO 4" THICK / 6" AND WIDER #1 Fb = 1000 PSI
5" AND THICKER / 5" AND WIDER #1 Fb = 1350 PSI
NOTED ALLOWABLE STRESSES ARE MINIMUMS AND FOR NON-REPETITIVE
USES PRIOR TO ALLOWABLE STRESS INCREASES.
B. WHEN PRESERVATIVE TREATED LUMBER IS USED, ALL METAL CONNECTORS
AND NAILS SHALL BE GALVANIZED (DOUBLE-DIPPED OR BETTER).
C. PROVIDE SOLID BLOCKING OR METAL CROSS BRIDGING AT NOT OVER 8'-0"
SPACING FOR ALL 2X WOOD JOISTS WITHOUT RIGID CEILING APPLIED TO THE
UNDERSIDE. PROVIDE SOLID FULL DEPTH BLOCKING AT ALL SUPPORTS AND AT
ENDS OF CANTILEVERS.
D. FASTEN ALL WOOD MEMBERS WITH COMMON NAILS AS PER IBC TABLE
2304.9.1 UNLESS NOTED OTHERWISE. JOIST HANGERS AND OTHER COLD
FORMED METAL PLATE CONNECTORS SHALL HAVE FASTENERS AS REQUIRED
BY MANUFACTURER'S SPECIFICATIONS. LAG SCREWS SHALL BE INSTALLED IN
PRE-DRILLED HOLES WITH A DIAMETER BETWEEN 40% AND 60% OF THE LAG
SHANK DIAMETER FOR THE THREADED PORTION AND AT THE FULL LAG SHANK
DIAMETER FOR THE UNTHREADED PORTION.
E. GLUE-LAMINATED BEAMS
E1. ALL LAMINATED BEAMS SHALL BE FABRICATED OF CEDAR AT 12%
MAXIMUM MOISTURE CONTENT IN ACCORDANCE WITH WCLIB. ALL
SIZES SHOWN ARE NET SIZES.
E2. LAMINATED MEMBERS SHALL BE DETAILED AND FABRICATED IN
ACCORDANCE WITH THE STANDARD SPECIFICATIONS FOR THE DESIGN
AND FABRICATION OF STRUCTURAL GLUE-LAMINATED TIMBER LATEST
EDITION AS PUBLISHED BY AITC.
E3. PROVIDE UNITS CONFORMING TO AITC 117, 20F-V12 FOR CONTINUOUS
MEMBERS, CANTILEVERS AND COLUMNS AND 20F-V13 FOR SIMPLY
SUPPORTED MEMBERS. ALL GLU-LAMS SHALL BE DESIGNED WITH
ZERO CAMBER WITH THE TOP SURFACE CLEARLY STAMPED ON EACH
MEMBER.
F. PLYWOOD AND/OR ORIENTED STRAND BOARD SHEATHING
F1. PANEL THICKNESS SHALL BE AS SHOWN ON THE DRAWING.
APPLICATION SHALL BE IN ACCORDANCE WITH RECOMMENDATIONS OF
THE AMERICAN PLYWOOD ASSOCIATION.
F2. EACH PANEL SHALL BE IDENTIFIED WITH THE GRADE-TRADEMARK OF
THE AMERICAN PLYWOOD ASSOCIATION AND SHALL MEET THE
REQUIREMENTS OF U.S. PRODUCTS STANDARD PSI, LATEST EDITION
FOR PLYWOOD. ALL PANELS HAVING ANY SURFACE OR EDGE
PERMANENTLY EXPOSED TO THE WEATHER SHALL BE OF THE
EXTERIOR TYPE.
F3. FOR SUB-FLOORING USED ON DECKS, USE 3/4" MARINE GRADE TONGUE
AND GROOVE STURD-I-FLOOR SHEATHING GLUED WITH CONSTRUCTION
ADHESIVE AND FASTENED WITH 10d NAILS AT 4" ALONG PANEL EDGES
AND AT 12" LONG INTERMEDIATE SUPPORTS. PROVIDE ADEQUATE
SLOPE AND 1/8" SPACE BETWEEN PANEL EDGES. CAULK JOINTS WITH
FLEXIBLE SEALANT.
F4. FLOOR SHEATHING SHALL BE INSTALLED WITH THE FACE GRAIN
PERPENDICULAR TO SUPPORTS WITH END JOINTS STAGGERED.
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