5021 W HIGHLAND RD 2017 Plans 2022-11-07

�UILDING CODE: 7. PROVI[�E 3"x3"x0.229" WASHERS AT ALL ANCHOR BOLTS. WHERE. LARGER POWER DRIVEN COMPACTION EQUIPMENT CANNOT 2015 INT�RNATIONAL BUILDING CODE BE USED. FILL OVER 12" DEEP SHALL COMPLY WITH A » GEOTECHNICAL REPORT. SEE GEOTECHNICAL REPORT FOR � 8. BOLT HOLES SHALL BE NOMINAL DIAMETER OF BOLT PLUS 1 /16 FURTHER DESIGN CRITERIA. UNLESS C�THERWISE NOTED. LAG BOLT PILOT HOLES SHALL BE � � FLOOR LOAD: �,, REINf=ORCING STEEL JEAD LOAD: 227 psf PRE-DRII�LED TO 60% OF THE NOMINAL DIAMETER OF THE LAG BOLT `�c I � � ti4 LiVE LOAD: 60 psf e UNLESS OTHERWISE NOTED. 1 . ALI� REINFORCING STEEL SHALL CONFORM TO ASTM A615 � 9. ALL SILL PLATES SHALL BE BOLTED TO THE FOUNDATION WITH 5 8" GRAD� 60 (fy = 50 KSI) FOR BAR SIZES N0. 5 8c LARGER, WIND DESIGN DATA: MINIMUM DIAMETER BOLTS SPACED AT 48" O.C. MAXIMUM SPACING / GRAD� 40 (fy = 40 KSI) FOR N0. 3 ANG N0. 4 BARS. � 1 . BASIC WIND SPEED: 85 MPH . 2. WIND IMPORTANCE FACTOR (Iw): 1 .0 (EMBED 7" MINIMUM INTO CONCRETE OR MASONRY). SEE PLANS AND � co BUILDING CATEGORY: II DETAILS FOR SPECIFIC REQUIREMENTS WHERE OCCUR. 2. ALL REINFORCING STEEL SHALL BE LAPPED AS NOTED ON THE -+-� � 3. WIND EXPOSURE: B PLAN�. WHERE LAP OR SPLICE LOCATIONS ARE NOT .� � ` 10. ALL �RAMING LUMBER IN CONTACT WITH MASONRY OR CONCRETE SPECIFICALLY INDICATED ON THE CONSTRUCTION DOCUMENTS, U � 4. Kzt= 1 .38 LAPS AND/OR SPLICES SHALL BE 42 �AR DIA AND BE W�LL o c� � 5. INTERNAL PRESSURE COEFFICIENT: NA SHALL B� PRESSURE TREATED. (SEE NOTE 1 FOR MINIMUM GRADE STAGC�ERED. 6. APPLICA�LE WIND PRESSURE FOR INFORMAYION) � � � COMPONENTS AND CLADDING: NA 3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A82 AND W � � 11 . FIELD-CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE Q > '� X o SESIMIC DESIGN DATA: PRESERVATIVELY TREATED WOOD SHALL BE RETREATED IN THE FIELD IN A185 AND SHALL BE 6X6 W2.9/W2.9 UNLESS OTHERWISE NOTED. Q � Q � LAP F�EINFORCEMENT 6" MINIMUM. � � o �" -�' 1 . SEISMIC IMPORTANCE FACTOR: 1 .0 ACCORDANCE WITH AWPA M4. IRC 320.3.1 W cv � SEISMIC USE GROUP: I � Y o0 � 12. 2X4 RAFTERS EXCEPT WHERE SPECIFICALLY DETAILED SHALL NOT 4. ANCHOR BOLTS DOWELS AND OTHER EMBEDDED ITEMS SHALL '� � °' > 2. SPECTRAL RESPONSE ACCELERATION (Ss): 125.2% BE S�CURELY TIED IN PLACE BEFORE CONCRETE 1S POURED. � � � � � 3. SITE CLASS: D (ASSUMED) SUPPORT SUSPENDED CEILINGS, SPRINKLERS, DROP SOFFITS, OR ANY � � � -o 4. SPECTRAL RESPONSE COEFFICIENTS (Sos): 83.5% OTHER E�EMENTS. SLAB ON GRADE REINFORCEMENT SHALL BE PLACED AT cD .,N � MID-�EPTH OF SLAB AND SHALL BE HELD SECURELY IN PLACE � o -� o - 5. SEISMIC DESIGN CATEGORY: D 13. WIRE STAPLES MAY BE SUBSTITUTED FOR DIAPHRAGM AND o a � � S H E A R W A L L N A I L I N G W H E N A P P R O V E D B Y T H E S T R U C T U R A L E N G I N E E R. W�TH MECHANICAL DEVICES DURING PLACING OF THE CONCRETE. � � �- � � 6. �A SIC S E I S M I C-F O R C E-R E S I S T I N G S Y S T E M: S H E A R W A L L S � W N 7. SEISMIC RESPONSE COEFFICIENT {Cs): .39 14. EXTERIOR STUD WALLS SHALL BE 2X6 � 16" O.C.. UNLESS NOTED CON�RETE � � 8. RESPONSE MODIFICATION FACTOR (R): 1 .5 OTHERWI�E. INTERIOR STUD BEARING WALLS SHALL BE CONSTRUCTED +' 9. ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE PROCEDURE 1 . ALL CONCRETE UNLESS OTHERWISE NOTED SHALL BE REGULAR USING 2X4 � 16" O.C. AT UPPER TWO FLOORS AND EITHER 2X6 � WEIGF�T HARD ROCK TYPE (150 PCF) AGGREGATES SHALL U z FRAMING LUMBER 16" O.C. OR 3X4 � 16" O.C. BELOW TOP TWO FLOORS. STUD CONFORM TO ASTM C33 WITH PROVEN SHRINKAGE � o NONBEARING WALLS SHALL BE CONSTRUCTED USING 2X4 C�? 24" O.C.. CHARACTERISTICS OF LESS THAN 0.05�. � °- 1 . FRAMING LUMBER SHALL BE DOUGLAS FIR/LARCH N0.1 FOR UNLESS NOTED OTHERWISE. SEE NOTE 1 FOR LUMBER GRADES OF (J) POSTS, �EAMS, AND HEADERS; HEM-FIR N0.2 FOR 2X AND 3X STUDS AND PLATES. 2. CONCRETE COMPRESSIVE STRENGTHS AT 28 DAYS (f'c) SHALL JOISTS, AND STUDS; AND HEM-FIR N0.2 FOR ALL TOP AND BE: � �OTTOM PLATES (GRADES ARE TYPICAL UNLESS OTHERWISE NOTED 15. FRAMING ANCHORS FOR JOISTS, PURLINS AND POSTS SHALL �E SLAB ON GRADE: 2500 PSI ON PLANS). LUMBER TO BE GRADE MARKED PER WCLIB SIMPSON, OR APPROVED EQUAL. APPROVAL MUST �E O�TAINED IN CONTINUOUS FOOTINGS: 2500 PSI SPECIFICATIONS. WRITING PRIOR TO INSTALLATION. FILL ALL FASTENER HOLES WITH PAD FOOTINGS: 2500 PSI FASTENER TYPES (NAILS, BOLTS, ETC.), SIZES, AND QUANTITIES AS RETAINING WALLS: 2500 PSI � � 2. STRUCTURAL SHEATHING SHALL �E APA RATED PLYWOOD, SPECIFIED BY THE MANUFACTURER. � O EXPOSURE 1 SHEATHING CONFORMING TO EITHER COMMERCIAL 3. AI�L CONCRETE WITH A DESIGNATED COMPRESSIVE STRENGTH � N STANDARDS DOC PS 1 OR PS 2. PROVIDE MINIMUM OF 3/8" EDGE 16. ALL HEADERS SHALL BE 4X8 DF#2 UNLESS OTHERWISE NOTED ON EXCEEDING 2500 PSI SHALL REQUIRE SPECIAL INSPECTION �Y AN � � DISTANCE ON ALL NAILS AND A 1 /8" EXPANSION JOINT BETWEEN THE DRAWINGS INSPECTOR APPROVED �Y THE �UILDING DEPARTMENT AND THE U � � ALL PANEL EDGES. MINIMUM SHEATHING REQUIREMENTS ARE AS ENGINEER. W Q 17. OSB OF EQUAL OR GREATER THICKNESS MAY BE SUBSTITUTED FOR � _.1 � FOLLOWS: PLYWOOD USED IN SHEAR PANELS. 4. CEMENT SHALL CONFORM TO ASTM C150, TYPE I, CSA = ROOF SHEATHING TO BE 15/32" C-D INT-APA RATED FOUNDATIONS NORMA�. � �j � - P�YWOOD WITH EXTERIOR 5. MAXIMUM SLUMP SHALL NOT EXCEED 4 INCHES IN FLATWORK. ^ GLUE, P.I. 24/16 (USE 5-PLY FOR PANELIZED ROOFS). 1 . THE FOUNDATION DESIGN IS BASED ON THE RECOMMENDATION IN O Z � NAILING IS Sd AT 6 INCHES THE INTERNATIONAL BUILDING CODE TABLE 1804.2. F�OUNDATION WORK 6. PI�ACEMENT OF CONCRETE SHALL BE IN CONFORMANCE WITH N � ON CENTER AT PANEL EDGES AND 12 INCHES ON CENTER SHALL BE PERFORMED IN ACCORDANCE WITH CHAPTER 18 OF THIS ACI 301 . Q � W AT INTERMEDIATE CODE. � SUPPORTS UNLESS NOTEDOTHERWISE. 7. CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR � � 2. THE FOUNDATION DESIGN IS BASED ON THE FOLLOWING VALUES: A MINIMUM OF FIVE (5) DAYS AFTER PLACEMENT. ALTERNATE N � SUB FLOORING TO BE 3/4" T&G C-D INT-APA RATED ALLOW. SOIL BEARING 1500 PSF METHODS WILL BE APPROVED IF SATISFACTORY PERFORMANCE � ; PLYWO�D WITH EXTERIOR SOIL FRlCTION .25 . CAN BE ASSURED. L� � EQUIV. FLUID PRESSURES GLUE, P.I. 48/24. GLUE AND NAlL WITH 10d AT 6 INCHES ON ACTIVE PRESSURE* 35 PCF CENTER AT PANEL PASSIVE PRESSURE 150 PCF 8. KEYED CONSTRUCTION JOINTS SHALL BE USED IN ALL CASES. EDGES AND 12 INCHES ON CENTER AT INTERMEDIATE (*WALLS RESTRAINED AGAINST ROTATION SHALL BE DESIGNED ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND r�='�°�;;�, SUPPORTS. ALL LAITANCE SHALL BE REMOVED. ALL VERTICAL JOINTS SHALL --�� •-,� ' :�� FOR AN EQUIV. -� ��` -w�s�•:��`�� BE THOROUGHLY WETTED AND SLUSHED WITH A COAT OF NEAT p k�;, � ,�''1 , � �� 3. NAILING SHALL CONFORM TO TABLE 2304.9.1 OF THE FLUID PRESSURE OF 55 PCF). ��`k� ,� �� `�;�.�� CEMENT IMMEDIATELY BEFORE PLACWG NEW CONCRETE. � r�� INTERNATIONAL BUILDING CODE UNLESS NOTED OTHERWISE. �� {�;;�� 3. ALL F00 � �°._ �-: � TINGS SHALL BE FOUNDED AT LEAST 18 BELOW THE g. POUR JOINTS SHALL BE LOCATED TO MINIMIZE EFFECTS OF �� N�� 4. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS UNDISTURBED GROUND SURFACE OR TO FROST DEPTH. ALL FOOTINGS SHRINKAGE AS WELL AS PLACED AT POINTS OF LOW STRESS. '=�a,�,� ,� 34383� �� SHALL BE FOUNDED ON COMPACTED FILL OR UNDISTURBED NATURAL � �' '��1��-��'�°'�'�� SPECIFICALLY DETAILED OR APPROVED IN WRITING BY THE MAXIMUM AREA OF POUR JOINTS IS 400 SF. ��s,�f��'� r � = STRUCTURAL ENGINEER. GRADE UNLESS OTHERWISE NOTED. �y�.;�,�� 10. MINIMUM CONCRETE COVERAGE OF REINFORCING STEEL FOR �� 5. USE DnUBLE JOISTS UNDER WALLS OR PARTITIONS PARALLEL 4. COMPACTION: MATERIAL FOR FILLING AND BACKFILLING SHALL FORMED WORK SHALL BE AS FOLLOWS: TO JOISTS UNLESS SPECIFICALLY NOTED OTHERWISE. USE SOLID CONSIST OF THE EXCAVATED MATERIAL AND/OR IMPORTED BORROW EXPOSED TO EARTH OR WEATHER (#5 OR SMALLER): Drawn �y: CHRIS BLOCKING UNDER PARTITIONS PERPENDICULAR TO JOISTS. AND SHALL BE FREE OF ORGANIC MATTER, TRASH, LUMBER, OR OTHER � ��» Checked By: CHRIS DEBRIS. ALL WALLS SHALL BE ADEQUATELY BRACED PRIOR TO Date: 08-02-17 6. MAXIMUM MOISTURE CONTENT SHALL NOT EXCEED 16� FOR ALL BACKFILLING. FILL AND BACKFILL SHALL BE DEPOSITED IN LAYERS NOT EXPOSED TO EARTH OR WEATHER (#6 OR LARGER): 2' � STRUCTURAL MEMBERS. TO EXCEED 8 INCHES THICK, PROPERLY MOISTENED TO APPROXIMATE *NOTE: CONCRETE CAST AGAINST GROUND SHALL HAVE 3" SDA JOB N0. � � OPTIMUM REQUIREMENTS AND THOROUGHLY ROLLED OR COMPACTED MINIMUM COVERAGE 812 6 WITH APPROVED EQUIPMENT IN SUCH A MANNER AND EXTENT AS TO � � A' PRODUCE A RELATIVE COMPACTION OF 90� OF MAXIMUM POSSIBLE ` � . „ DENSITY AS DETERMINED BY ASTM D1557. HAND TAMPERS SHALL 11 . PIPES OTHER THAN ELECTRICAL CONDUITS SHALL NOT BE STRUCTURAL j � WEIGH AT LEAST 50 POUNDS EACH AND SHALL HAVE A FACE AREA E MBEDDED IN STRUCTURAL CONCRETE EXCEPT WHERE N O T E S iNOT IN EXCESS OF 64 SQUARE INCHES. HAND TAMPERS MAY BE SPECIFICALLY APPROVED. S � � � O i OPERATED EITHER MANUALLY OR MECHANICALLY AND SHALL BE USED