|
�
<br /> GENERAL PROJECT SPECIFIC DESIGN CRITERIA ENGINEERED WOOD CONSTRUCTION REQUIREMENTS STRUCTURAL STEEL
<br /> 1. ALL CONSTRUCTION SHALL CONFORM TO THE REQUIREMENT� OF THE 2015 EDITION wind oesiqn �ata 2303.1.1 Lumber. Lumber used for load-supporting �
<br /> OF THE INTERNATIONAL BUILDING CODE (IBC). purposes,
<br /> z
<br /> 2. THE ARCHITECT/ENGINEER (ARCH/ENGR) IS NOT RESPQNSIBLE FOR THE LOCATION QF N�A including end-jointed or edge-glued lumber, machine 1. ALL STRUCTURAL STEEL FABRICATION AND EREGTION SHALL c' �
<br /> CONFORM TO THE SPECIFICATIONS AS STATED IN THE MANUAL OF � ct
<br /> P R O P E R T Y L I N E S A N D/O R E A SEME NT, SOIL CONDITIONS, MECHANICAL AND s e i s m i c o e s i 9 n o a t a stress-rated or machine evaluated lumber, shall be � �
<br /> ELECTRICAL WORK, AND THE PRESENCE OF UTILITIES NOT REPORTED TO THE identifie d by t he gra de mar k o f a lum ber gra ding or inspec tion S T E E L C O N S T R U C T I O N B Y A.I.S.C. S H O P D R A W I N G S H A L L B E � � �
<br /> ARCH/ENGR IN WRITING BY THE OWNER. �mportance tactor = 1.o a g e n c y t h a t h a s b e e n a p p r o v e d b y a n a c c r e d i t a t i o n b o d y
<br /> SUBMITTED FOR REVIEW BY ENGINEER. STRUCTURAL STEEL SHALL
<br /> N S I B L E F O R F I E L D R E V I E W O F C O N S T R U C T I Q N U N L E S S MEET THE FOLLOWING MINIMEJM REQUIREMENTS, U.O.N.: � � � � � o
<br /> 3. T H E E N G I N E E R I S N O T R E S P O
<br /> S s = 1.2 0 g, s 1 = o.4 3 g that com plies with DOC PS 20 or e quivalent. Gradin g o � o
<br /> S P E C I F I C A L L Y R ETAINED FOR THAT PURPOSE. site C�ass = � prac tices � U
<br /> �1 ��t� �'
<br /> 4. DRAWINGS SHALL NOT BE SCALED, WRITTEN DIMENSIONS SHALL GOVERN s�s = o,s2g, s�� = o.45g and identification shall comply with rules published by WIDE FLANGE AND WT SHAPES ASTM A992 � � � �� I �
<br />� s�C - D OTHER SHAPES RODS AND PLATES ASTM A36 "
<br /> CONSTRUCTION. THE CONTRACTOR SHALL VERIFY DIMENSIONS PRIOR TO an agency approved in accordance with the procedures of > > � � ,z o� (�j
<br /> Seismic System = K. Light frame walls with shear panels-wood structural panels/sheet steel panels
<br /> D ANY DI CREPANCIES SHALL BE BROUGHT TO THE ATT E N T I O N O F Design Base Shear = 3.74 kips D O C P S 2 0 o r e q u i v a l e n t p r o c e d u r e s. I n l i e u o f a g r a d e m a r k TUBES ASTM A500 GRADE B � � � o�-'''� ��
<br /> CONSTRUCTION AN S
<br /> THE ARCH/ENGR SO THAT CLARIFICATION CAN BE MADE. ALL DIMENSIONS RELATED cs = o.12s on the material, a certificate of inspection as to species and PIPE ASTM A53 GRADE B � ~ �-'^�
<br /> � � _
<br /> R = 6.5 grade issued by a lumber-grading or inspection agency � � ��� ��
<br /> TO EXISTING CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR AND SHALL BE Analysis procedure: ASCE 11.4, t1.5&�2.8
<br /> SUBMITTED TO THE ARCH/ENGR FOR REVIEW PRIOR TO CONSTRUCTION. DIMENSIONS meeting the requirements of this section is permitted to be 2. BOLTS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A325. � ����
<br /> FOLLOWED BY A +/- SYMBOL SHALL BE FIELD MEASURED AND VERIFIED PRIOR TO accepted for precut, remanufactured or rough-sawn lumber, HIGH STRENGTH BOLTS SHALL CONFORM TO THE REQUIREMENTS
<br /> COMMENCEMENT. and #or sizes larger than 3 inches (76 mm) nominal OF ASTM 325X. BOLT HOLES SHALL BE 1/16" LARGER IN DIAMETER
<br /> 5. DETAILS OF CONSTRUCTION NOT SHOWN OR NOTED SHALL BE CONSIDERED OF THE thickness. THAN THE BOLT, UNLESS OTHERWISE NOTED (U.O.N.) ON THE
<br /> SAME CHARACTER SHQWN FOR SIMILAR CONSTRUCTION, SPEGIFICATIONS, WHEN Approved end-jointed iumber is permitted to be used DRAWINGS.
<br /> PROVIDED, ARE A PART OF THESE DRAWINGS, SEE SPECIFICATIONS FOR MATERIAL intercha�geably
<br />� AND WORKMANSHIP REQUIREMENTS. with solid-sawn members of the same species Shear Connectors: ASTM A 108, Grades 1015 through 1020,
<br /> 6. THE GONTRACTOR SHALL PROVIDE ALL LABOR EQUIPMENT, MATERIAL AND SERVICES Snow Loads and grade. headed-stud type,cold-finished carbon steel; AWS D1.1, Type B.
<br /> NECESSARY FOR THE EXECUTION OF ALL CONSTRUCTION WORK AS SHOWN ON THE Flat-root snow load,pf = 25.0 psf 2303,1.2 Prefabricated wood 1-joists. Structural capacities
<br /> DRAWINGS AND AS NOTED IN THE SPECIFICATIONS. Snow exposure tactor, Ce = 1.0o and design provisions for prefabricated wood I-joists 3. ALL WELDING SHALL COMPLY TO AWS D1.1, LATEST EDITION.
<br /> 7. THE CONTRACTOR SHALL COMPARE THE DRAWINGS AND NOTIFY THE ARCH/ENGR OF Snow load important factor,is = 1.0o shall be established and monitored in accordance with CONTRACTOR SHALL SUBMIT WELD PROCEDURE SPECIFICATIONS
<br /> ANY DISCREPANCIES PRIOR TO COMMENCING WITH THE WORK. Thermal tactor,Ct = 1.00 ASTM D 5055. FOR EACH TYPE OF WELD JOINT TO ENGINEER AND SPECIAL � � .
<br /> 8. TEMPORARY BRACING AND SHORING NECESSARY TO SUPPORT ANY PORTION OF THE `�
<br /> STRUCTURE DURING CONSTRUCTION IS THE RESPONSIBILITY OF THE CONTRAGTOR. Gravity Loads* INSPECTOR FOR REVIEW PRIOR TO START OF WORK. v-- �
<br /> 2303.1.3 Structural glued-laminated timber. Glued-laminated
<br /> ' n ified as re uired 4. ALL WELDS SHALL BE MADE WITH A FILLER METAL THAT HAS A ~ � �
<br /> FOUNDATIONS Roof Dead Load - 15 psf timbers shall be manufactured and ide t q
<br /> - in AITC A190.1 and ASTM D 3737. MINIMUM CHARPY V-NOTCH TOUGHNESS OF 20 FT-LBS AT MINUS 20 W O pNp
<br /> 1. ASSUMED ALLQWED BEARING PRESSURE IS 2000 PSF AT NEW Roof Live Load = 25 psfi
<br /> Floor Live Load (Office) - 50 psf DEGREES F., AS DETERMINED BY AWS CLASSIFICATION OR � z G�
<br /> FOUNDATIONS AND IS NOT CONSIDERED AT EXISTING FOUNDATIONS. AT Floor Live Load (Resitlential) = 40 psf, Balcony - 60 psf 2303.1.4 Wootl structural panels.Wood structural panels, MANUFACTURER CERTIFICATION. W Q (� �[
<br /> BUILDING OFFICIAL OPTIpN, GEOTECHNIGAL ENGINEER SHALL VERIFY Floor live Load (Corridor) = 100 psf when used structurally (including those used for siding, roof O �„_, Q �
<br /> PLACEMENT OF FILLS AND FOUNDATIONS PRIOR TO PLACEMENT OF FILLS. Partition Loads - 10 psf (residential) and wall sheathing, subfloonng, tliaphragms and built-up 5. ALL STRUCTURAL WELDS SHALL BE PERFORMED BY WELDER Q U
<br /> members) shall conform to the requirements for their type ACCEPTABLE TO THE ARGH/ENGR. CERTIFICATIONS SHALL BE � � f-
<br /> Partition Loads = 20 psf (office) in DOC PS 1 or PS 2. Each panel or member shall be SUBMITTED TO THE ARCH/ENGR AND THE BUILDING OFFICIAL. MUST a' z �j �
<br /> 2. SPECIFIED CONCRETE MIX AS FOLLOWS: Floor Dead Loads = 12 psf (residential) .
<br /> At rest earth ressure = 60 cf identified BE WABO CERTIFIED. � � W W
<br /> CONCRETE MIX p p for grade and glue type by the trademarks of an approved �
<br /> *As Applicable E- � w
<br /> TYPE OF COMPRESSION STRENGTH teStlllg alld gfadlClg 1g8f1Cy, Wood structural panel 6. Nonmetallic, Shrinkage-Resistant Grout: Premixed, nonmetallic, '�
<br /> CONSTRUCTION @ 28 DAYS, PSI MAX W/C RATIO ENTRAINED AIR SACK MIX
<br /> WOOD CONSTRUCTION (CARPENTRY) components shall be designed and fabricated in accordance noncorrosive,nonstaining grout containing selected silica sands, � �- W
<br /> s�Ag oN GRA�E with the applicable standards listed in Section 2306.1 and portland cement, shrinkage compensating agents, plasticizing and Z ''-
<br /> (INTERIOR) 300o identified b the trademarks of an a rovetl testin and water-reducin N
<br /> REFERENCE STANDARD: WOOD fRAMING SHALL CONFIRM TO THE REQUIREMENTS OF THE FOLLOWINF STANDARDS: Y pp 9 g agents, complying withASTM C 1107, of consistency W N
<br /> SLAB ON GRADE 3000 0.45 5% inspection suitable for application, and a 30-minute working time. 1-
<br /> (ExTER►oR) NFPA - NATIONAL DESIGN FOR WOOD CONSTRUCTION agency indicating conformance with the applicable �
<br /> ; BASEMENT WALL 2500 0.50 51/2 ANSI/TPI - NATIONA� DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION, stantlard. In addition, wood structural panels when 7. UNLESS NOTED OTHERWISE, DRILLED CONCRETE ANCHQRS AND �
<br /> MATERIAL permanently SELF-DRILLING ANCHORS SHALL BE BY ITW RAMSET/REDHEAD. �
<br /> FOOTINGS 2500 0.50 5 �/2 exposed in outdoor applications shall be of e�erior CONCRETE INSERTS, COIL LOOP INSERTS AND FERRULE LOOP z ¢
<br /> CONT. FOOTINGS 2500 0.50 51/2 SAWN LUMBER type, except that wood structural panel roof sheathing ex- INSERTS SHALL BE BY BURKE. APPROVED EQUALS MAY BE ; �
<br /> MIN. DESIGN posed to the outdoors on the underside is permitted ta be SUBSTITUTED. o 0
<br /> USE SIZE SPECIES/GRADE VALUE interior
<br /> AND PER BELQW.
<br /> F R TO ASTM A615 .
<br /> T HALL CON 0 M
<br /> NCRETE REINFORCEMEN S ,
<br /> I� 3. CO � �
<br /> � �
<br /> STUD 2 X 4, 2 X 6, 3 X 4, 3 X 6 HEM-FIR (N) Fb = 775 psi type bontled with exterior glue, ExpoSure 1.
<br /> REBAR - PER ASTM A615 Fc = 925 psi
<br /> #4 &LESS GRADE 40 Sill Plate 2 X 4, 2 X 6, 3 X 4, 3 X 6 HEM-FIR (N) Fb = 775 psi
<br /> �
<br /> #5 &GREATER GRADE 60 Fc = 925 psi
<br /> Fc = 1350 si
<br /> STRUCTURAL TESTS AND INSPECTIONS H
<br /> Post/Columns 4 x DOUG-FIR#1 p
<br /> LLOWS: -F #1 Fc = 100o si (Where applicable) �
<br /> COVER FOR REINFORCEMENT SHALL BE AS FO Post/Column 6 x DOUG IR P z
<br /> FOOTINGS&RETAINING WALLS (CAST 3°COVER JOISTS 2 X 8 TQ 2 X 12 HEM-FIR (N) #2 Fb = 850 psi 1 . CONCRETE SPECIMEN TESTING AND PLACING OF Q
<br /> AGAINST Sol�) Fv= 95 psi REINFORCED CONCRETE PER IBC SECTION 1704.4
<br /> SURFACES EXPOSE TO EARTH OR WEATHER 2"COVER Beam &Headers 4 x 6 To 4 x 12 HEM-FIR (N) #1 Fb = 850 psi
<br /> �
<br /> Fv= 95 psi 2. STEEL REINFORCEMENT PLACING PER IBC TABLE 1704,4. �
<br /> COLUMNS &BEAMS 1 �'COVER ~
<br /> SLABS &INTERIOR WALLS 4��covER Glue-Laminated Beams (GLB) Top Fiber Btm Fiber stress Fc (Compression} V
<br /> 3. STRUCTURAL STEEL WELDING AND BOLT PLACEMENT PER �
<br /> 4. FOUNDATION WALL SHALL EXTEND 6" ABOVE FINISHED GRADE. 24F-V4 1200 psi 2400 psi IBC 1704.3.3, STRUCTURAL WELDING PER IBC 1704.3.1. ALL �
<br /> 5. FOUNDATION PLATES SHALL BE PRESSURE TREATED (PT) HF 2. 24F-V8 2400 psi 2400 psi WELDING, SHOP OR FIELD SHALL BE PERFORMED BY WABO �
<br /> ' R NO AND EMBED A MINIMUM
<br /> CERTIFIED WELDERS.
<br /> ti
<br /> N ANCHOR BOLTS 4 ON CENTE U
<br /> 6. INSTALL FOUNDATIO ( ) '-
<br /> 7" IN CONCRETE, Parallam Beams (PSL) - 2.OE 2900 psi 2900 psi 2900 psi** 4. MASONRY GONSTRUCTION SHALL BE INSPECTED & � ¢ N o
<br /> 7. INSTALL WATER PROOFING MATERIALS ON FOUNDATION WALL SUPP O R T I N G S O I L. **W H E R E P S L C O L U M N S A R E R E Q'DP E R P L A N, U S E O N L Y P S L B E A M S W I T H (E=2.0 X 1 06) - 2.O E
<br /> I E N S I O N S 1 5 � _ EVALUATED IN ACCORDANCE OF SECTION 1704.5.2 AND PER � � w � .
<br /> 8, A L L F O O T I N G E X C A V A T I O N S S H A L L B E N E X T A N D A S C L O S E T O F O O T I N G D M R o o f S h e a t h i ng -32 i n c h D O C P S-1 o r P S 2 (A P A P e r f o r m a n c e r a t e d) 3 2/1 6 s p a n r a t i n g w i t h E x p o s u r e I g l u e. M A S O N R Y N O T E S O N T H E S E D R A W I N G S (W H E R E o a � �
<br /> AS PRACTICABLE. 3 . APPLICABLE .
<br /> 9. ALL FOUNDATIONS SHALL BEAR ON FIRM UNDISTURBED Sub-Floor Sheathing - 4 inch DOC PS-1 or PS-2 (APA Performance rated}Sturd-I-Floor 24-in o/c rating with Exposure I glue. )
<br /> NATIVE SOILS OR ENGINEERED FILLS AT OR EXCEEDING DEPTHS SHOWN ON THE Wall structural panels - Refer to Table 1 for thickness. 32/16 index rating - 5 ply wit h Exposure I g lue.
<br /> 0
<br /> DRAWINGS. ALL SOILS WORK AND SITE GRADING SHALL BE IN ACCORDANCE WITH REPLACE SPLIT MEMBERS AND PRE-DRILL HOLES WHERE NAILING MAY CAUSE WOOD D/3 � HOLE z T"'
<br /> CHAPTERS 18 OF THE IBC. TO SPLIT. p N 1/3 SPAN (EACH END OF BEAM) f ,��z � �{,�-
<br /> METAL FRAMfNG CLIPS, HANGERS, ETC. SHALL BE SIMPSON STRONG TIE. NAILING
<br /> � �I`�'c�O
<br /> SHALL BE IN ACCORDANCE WITH THE�MANUFACTURER'S INSTRUCTIONS WITH A NAIL � � �� %,, r �' ��' �, `4
<br /> GEOTECHNICAL PROVIDED FOR EACH PUNCHED HOLE. WHERE NAILS ARE TO BE FURNfSHED BY THE � �- ��
<br /> MANUFACTURER, THEY SHALL BE USED IN PLACE OF COMMON NAILS. � `� ��
<br /> r�M �
<br /> IN ABSENCE OF GEOTECHNICAL ANALYSIS, THE FOLLOWWG DESIGN CRITERIA IS USED: BOLTS IN NOT PRESSURE TREATED LUMBER SHALL BE UNFINISHED MACHINE BOLTS JOIST z '�"' BEAM r0� ��� 36923 1�' w� .
<br /> F IZES SHOWN ON DRAWINGS CONFORMING TO ASTM A307. LENGTH OF BOLTS NO LIMIT N °��ss o L ����'
<br /> 0 S , NaL
<br /> SOIL BEARING PRESSURE: 2000 PSF SHALL NOT PROJECT LESS THAN 1/16° OR MORE THAN 1/2° BEYOND THE END OF NUT.
<br /> ACTIVE EARTH PRESSURE (RETAINING WALLS): 35 PCF BOLT HOLES IN WOOD SHALL BE 1/32" MIN. 1/16" MAX. LARGER THAN THE BOLT ALLOWABLE AREA FOR
<br /> AT REST EARTH PRESSURE (BASEMENT WALLS): 60 PCF DIAMETER. PROVIDE STANDARD CUT OR MALLEABLE IRON WASHER UNDER BOLT WIRES, CONDUITS AND PIPES
<br /> PASSNE PRESSURE: 350 PCF HEAD AND NUT WHERE THEY WOULD BEAR ON WOOD. NUTS SHALL BE TIGHTENED HOLES IN BEAMS O( JOISTS PRO�ECT tf-
<br /> FRICTION COEFFICIENT: 0.35 WHEN PLACED AND RETIGHTENED BEFORE CONCEALMENT.
<br /> ' WOOD BELOW MAIN BUILDING PANELS SHALL BE DOUGLAS FIR FOR SUPPORTING BEAMS,
<br /> AND PRESSURE TREATED.
<br /> �
<br /> REPORT PREPARED BY: STRUCTURAL MEMBERS SHALL NOT BE NOTGHED, CUT OR OTHERWISE ALTERED FOR
<br /> DUCTS, PIPES, ECT. WITHOUT THE PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. ,
<br /> ROOF TRUSSES SHALL NOT HAVE AREA BETWEEN WEB MEMBERS LARGER THAN 42" HIGH X 24"WIDE
<br /> � UNLESS SPECIFICALLY NOTED ON PLANS.
<br /> SHEET NO
<br /> PRESSURE TREATING:
<br /> ALL LUMBER IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED WITH 0.25 POUNDS PWE CUBIC
<br /> FOOT OF WATERBORNE (ACZA) PRESERVATIVES IN ACCORDANCE WITH AWPA PRESSURE-TREATMENT
<br /> RETENTIONS FOR WESTERN SPECIES ONLY AND THE CORRESPONDING AWPB QUALITY ASSURANCE �
<br /> PROCEDURE ASSOCIATED WITH THE AWPA STANDARD. PRODUCTS SHALL BEAR THE AWPB MARK. BOLTS,
<br /> �,
<br /> NAILS & SCREWS USED IN EXTERIOR APPLICATIONS, OR IN PRESSURE TREATED MATERIAL SHALL BE '.
<br /> HOT-DIPPED GALVANIZED (PER ASTM A153) OR STAINLESS STEEL . HOLD DOWN DEVICES COATED WITH
<br /> CORROSION PROTECTION PER ASTM A123.
<br />
|