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RADIUS = 125.00' LOT 1 S7s°28'?6•
DELTA = 33'29'46" 0.24 ACRES 93.97'
ARC = 73.08'
2468 GARMISCH DRIVE
%• TANGENT = 37.62
CHORD = 72.04' m j
BRIG = N27'51'07"E _
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I GRAPHIC SCALE / \ \\ 780' N
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28' 1)THE SOLE PURPOSE OF THIS EXHIBIT IS TO INDICATE THE ELEVATIONS AND E--1 V
NEW CONTRUCTION ON LOT 1.
/' 2) THE BOUNDARY DIMENSIONS, EASEMENTS AND RIGHTS OF WAY SHOWN a
,YSOO \ HEREON ARE PER THE RECORD PLAT FOR THE SUBJECT PROPERTY.
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3) NOTICE: ACCORDING TO COLORADO LAW YOU MUST COMMENCE ANY
LEGAL ACTION BASED UPON ANY DEFECT IN THIS SURVEY WITHIN THREE
\ 2� YEARS AFTER YOU FIRST DISCOVER SUCH DEFECT. IN NO EVENT, MAY ANY
\ ACTION BASED UPON ANY DEFECT IN THIS SURVEY BE COMMENCED MORE
THAN TEN YEARS FROM THE DATE OF CERTIFICATION SHOWN HEREON.
�O' \ 4) MONUMENTATION AS INDICATED HEREON.
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- NORTH 5447 S. VALDAI ST.
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Tel./Fax. 1-(720)-870-1373
1/2' EXP. JNT. MTL
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T.O. SLAB
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JOB#: 02190
SEE PLAN �PpO REGI- ISSUE DATE
SEE SOILS REPORT ..••"•••• F
2-05 GIRD 60 REBA 1 _4 S GRD 60 REBAR FOR PERIMETER co..ti�oF P. Nq�.�F RELIM.SUBMIT 01.20.03
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DOUBLE CEILING JOIST — NAIL CANTILEVERED ROOF RAFTERS FRAMING FROM ALL OTHER
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JOB#: 02190
O�P\A REGIsl ISSUE DATE
••�.0
••• F� RELIM.SUBMIT 01.20.03
30878 z;
A
R KPN Engineering LLC SHEET:
Structural Engineer
5447 S. VALDAI ST.
AURORA CO. 80015 S6
Tel./Fax. 1-(720)-870-1373
GENERAL NOTES/SPECIFICATIONS GENERAL CONCRETE GENERAL NOTES
GENERAL NOTES FOR LAMINATED AND STRUCTURAL TIMBER MEMBERS
1. ALL CONSTRUCTION SHALL CONFIRM TO THE UNIFORM BUILDING CODE (UBC) 1997 EDITION AND 1. ALL CONCRETE WORK SHALL CONFORM TO THE BUILDING CODE REQUIREMENTS FOR REINFORCED
APPLICABLE CITY OF VAIL CODES AND ORDINANCES. 1. WOOD FRAMING SHALL CONFORM TO THE REQUIREMENTS OF THE UBC CHAPTER 23- WOOD. CONCRETE (ACI 318-97), AND SHALL COMPLY WITH ALL LOCAL LAWS AND ORDINANCES.
2. ALL MATERIALS AND WORKMANSHIP SHALL BE GUARANTIED FOR A PERIOD OF ONE YEAR FROM STRUCTURAL DIMENSION LUMBER SHALL CONFORM TO THE CURRENT STANDARD GRADING RULES FOR 2. ALL CONCRETE SHALL BE NORMAL WEIGHT, UNLESS NOTED, HAVING A MINIMUM COMPRESSIVE
THE DATE OF FINAL ACCEPTANCE OF THE COMPLETED PROJECT BY THE OWNER. WEST COAST LUMBER OF THE WEST COAST LUMBER INSPECTION BUREAU (WCLIB) OR TO THE STRENGTH OF F'C=3,000 PSI AT 28 DAYS.
3. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE JOB SITE BEFORE CURRENT STANDARD GRADING RULES FOR WESTERN LUMBER OF THE WESTERN WOOD PRODUCTS 3. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60 (FY=60 KSI)
COMMENCING CONSTRUCTION AND REPORT ANY DISCREPANCIES TO THE ARCHITECT. ASSOC. (WWPA). 4. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A`186_, =76 FY KSI). 5. THE CONCRETE MIX FOR
4. ANY OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS DRAWINGS, NOTES AND/OR 2. PROVIDE LAMINATED AND STRUCTURAL TIMBER MEMBERS THAT COMPLY WITH THE CURRENT TAIN A WATER REDUCING ADMIXTURE.
DETAILS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND RESOLVED BEFORE SPECIFICATION REQUIREMENTS OF NATIONAL FOREST PRODUCT ASSOCIATION, AMERICAN INSTITUTE OF 6. CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE ALL BASEMENT WALLS, BASEMENT SLABS, AND PITS, SHALL CON N FOLLOWS:
PROCEEDING WITH THE WORK. TIMBER CONSTRUCTION AND ALL GOVERNING AUTHORITIES. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH.........3"
5. DO NOT SCALE DRAWINGS. USE WRITTEN DIMENSIONS OR CONSULT WITH THE ARCHITECT FOR 3. PROVIDE GLUED LAMINATED MEMBERS THAT SATISFY FOLLOWING DESIGN CRITERIA: EXPOSED TO EARTH OR WEATHER (WHERE FORMES ARE USED)
CLARIFICATION. MODULUS OF ELASTICITY....................................E=1,600,000 PSI j
6. DETAILS SHOWN SHALL BE INCORPORATED INTO THE FROJECT AT ALL APPROPRIATE LOCATIONS BENDING STRESSES..........................................FB=1600 PSI #6 BARS AND LARGER.................................2
WHETHER SPECIFICALLY CALLED OUT OR NOT. HORIZONTAL SHEAR STRESS..............................FV=165 PSI #5 BARS AND SMALLER................................1 1/2"
7. DESIGN LOADS ARE: COMPRESSION STRESS PARALLEL TO GRAIN......FC=1500 PSI COMPRESSION STRESS PERPENDICULAR NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND
ROOF LIVE LOAD = 80 PSF/ TO GRAIN TENSION FACE ................................................FC=385 PSI SLABS AND WALLS....................................3/4"
ROOF DEAD LOAD = 15 PSk7 COMPRESSION FACE.........................................FC=385 PSI BEAMS, GIRDERS, COLUMNS............................1-1/2"
......... . ...........
WIND LOAD: TENSION STRESS PARALLEL TO GRAIN...............FT=900 PSI 7. ALL LEVELING AND BEARING PLATES SHALL BE SET WITH NON-SHRINK GROUT.
BASIC WIND SPEED = 80 MP, v 4. PROVIDE MICRO LAMINATED MEMBERS THAT SATISFY FOLLOWING DESIGN CRITERIA: 8. ALL SLEEVES, SLOTS AND OTHER EMBEDDED AND UNDER SLAB ITEMS SHALL BE SET BEFORE
EXPOSURE = B �/ MODULUS OF ELASTICITY....................................E=2,000,000 PSI CONCRETE IS PLACED. SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL AND VENDOR'S DRAWINGS FOR
IMPORTANCE FACTOR = 1.0 BENDING STRESS.............................................FB=2800 PSI SIZES AND LOCATIONS.
SEISMIC ZONE: I HORIZONTAL SHEAR STRESS..............................FV=285 PSI 9. FABRICATION, ERECTION AND DETAILING OF REINFORCING BARS SHALL CONFORM TO THE
8. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED COMPRESSION STRESS PARALLEL TO GRAIN......FC=2700 PSI REQUIREMENTS OF "ACI DETAILING MANUAL (ACI 315)" LATEST EDITION.
STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL TENSION STRESS PARALLEL TO GRAIN................FT=1850 PSI 10. FOR SLABS PLACED ON METAL DECK PROVIDE CONTINUOUS CHAIRS SUPPORTING MESH OVER
ASSUME ALL RESPONCIBILITY IN PROTECTING THE STRUCTURE DURING CONSTRUCTION AND SHALL 5. PROVIDE HEM-FIR #2 STRUCTURAL TIMBER MEMBERS WHICH SATISFY FOLLOWING DESIGN CRITERIA: EACH FLOOR BEAM.
PROVIDE THE FOLLOWING WHICH INCLUDE, BUT NOT BE LIMITED TO, BRACING, SHORING OF LOADS MODULUS OF ELASTICITY.......................................E=1,300,000 PSI BENDING STRESS 11. ALL CONCRETE SHALL BE PROPERLY VIBRATED.
DUE TO CONSTRUCTION EQUIPMENT, ETC. THE ARCHITECT SHALL NOT BE RESPONSIBLE FOR THE ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,FB=850 PSI 12. ALL CONCRETE PLACEMENT SHALL CONFORM TO ACI 304, LATEST EDITION.
CONTRACTORS MEANS, METHODS, TECHNIQUES, SEQUENCES FOR PROCEDURE OF CONSTRUCTION, OR HORIZONTAL SHEAR STRESS...................................FV=75 PSI 1000 LIONSRIDGE LOOP
THE SAFETY PRECAUTIONS AND THE PROGRAMS INCIDENT THERE TO. COMPRESSION STRESS PARALLEL TO GRAIN.............FC=1300 PSI STRUCTURAL STEEL GENERAL NOTES SUITE 3-D
9. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED FLOORS OR ROOFS SO COMPRESSION STRESS PERPENDICULAR TO GRAIN...FC=405 PSI v co s1
AS NOT TO EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. STUD GRADE HEM-FIR SHALL SATISFY FOLLOWING DESIGN CRITERIA: 970.476.9228 grch.c
10. WHERE ANY DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, NOTES AND SPECIFICATIONS, THE 1. ALL STRUCTURAL STEEL WORK SHALL CONFORM TO THE CURRENT ISSUE OF THE AISC rkdc�rkdar�6.com
GREATER REQUIREMENTS SHALL GOVERN. WHERE NO SPECIFIC DETAILS IS SHOWN, IT IS THE MODULUS OF ELASTICITY.......................................E=1,200,000 PSI BENDING STRESS SPECIFICATIONS FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS,
................................................FB=675 PSI AND SHALL COMPLY WITH ALL LOCAL LAWS AND ORDINANCES.
ENGINEERS' INTENSION THAT CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE PROJECT. HORIZONTAL SHEAR STRESS...................................FV=75 PSI 2. STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 (FY=36 KSI).
11. REFER TO MECH., PLMG., AND ELECT. FOR LOCATION AND SIZE OF BLOCKOUTS, INSERTS AND COMPRESSION STRESS PARALLEL TO GRAIN.............FC=800 PSI 3. STRUCTURAL STEEL TUBING SHALL CONFORM TO ASTM A500 GRADE B ROUND (FY=42 KSI)
OPENINGS, CURBS, BASES AND PADS, ETC. AND DIMENSIONS NOT SHOWN ON ARCHITECTURAL COMPRESSION STRESS PERPENDICULAR TO GRAIN...FC=405 PSI SQUARE OR RECTANGULAR (FY=46 KSI)
DRAWINGS. EXTERIOR FRAME STUD WALL SCHEDULE
UP TO 8'-0" 2x4's CAD 16" O.C. H.F. STUD GRADE 4. STEEL PIPE SHALL CONFORM TO ASTM A53 TYPE E OR S, GRADE B (FY=35 KSI)
EARTWORK AND FOUNDATIONS: 8'-0" TO 10'-0" 2x4's ® 16" O.C. H.F. N0. 2 5. BOLTS SHALL BE 3/4" DIAMETER, UNLESS NOTED. HIGH STRENGTH BOLTS SHALL CONFORM TO
1. THE FOUNDATION WAS DESIGNED FOR ALLOWABLE BEARING PRESSURE OF 2,000 PSF. 10'-0" TO 14'-0" (2)-2x4's ® 16" O.C. H.F. NO. 2 ASTM A325. ANCHOR BOLTS SHALL CONFORM TO ASTM A36. ALL OTHER BOLTS SHALL CONFORM TO
ASTM A307 BOLT HOLES SHALL CONFORM TO AISC REQUIREMENTS.
VERIFICATION IS REQUIRED DURING EXCAVATION. 14'-0" TO 18'-0" 2x6's 0 16" O.C. H.F. NO. 2
6. ALL WELDING SHALL CONFORM TO THE CURRENT SPECIFICATIONS OF THE AMERICAN WELDING
2. CONTRACTOR SHALL INVESTIGATE SITE DURING CLEARING AND EARTHWORK OPERATIONS FOR FILLED 6. VERIFY THE QUALITY OF PRODUCTS RECEIVED FROM SUPPLIER AND REJECT ANY MEMBERS THAT SOCIETY, AND SHALL COMPLY WITH ALL LOCAL LAWS AND ORDINANCES. WELDING ELECTRODES SHALL
EXCAVATIONS OR BURIED STRUCTURES SUCH AS FOUNDATIONS, ETC. IF ANY SUCH STRUCTURES ARE ARE DEFORMED DAMP OR APPEAR TO BE DEFECTIVE. BE E-70 SERIES.
FOUND, THE STRUCTURAL ENGINEER SHALL BE NOTIFIED IMMEDIATELY. 7. VERIFY WITH SUPPLIER THAT THE TYPE OF ADHESIVE USED IN GLUE LAMINATED MEMBERS IT IS 7, ALL CONNECTIONS SHALL BE FRAMED BEAM CONNECTIONS CONFORMING TO THE REQUIREMENTS
3. ALL ABANDONED FOOTINGS, UTILITIES, ETC., THAT INTERFERE WITH NEW CONSTRUCTION SHALL BE APPROPRIATE FOR WET FIELD CONDITION AS SPECIFIED IN VOLUNTARY PRODUCT STANDARD PS 56. OF PART 4 OF THE AISC MANUAL.
REMOVED. 8. PROTECT ALL GLUE LAMINATED AND MICRO LAMINATED MEMBERS FROM BEING EXPOSED TO RAIN 8, ALL BOLTED CONNECTIONS SHALL BE MADE WITH HIGH STRENGTH BOLTS, UNLESS NOTED.
DURING CONSTRUCTION.
4. SLOPE ALL EXTERIOR FINISH GRADES AWAY FROM THE FOUNDATION TO INSURE THAT THERE CONNECTIONS SHALL BE "BEARING TYPE", WITH THREADS INCLUDED IN THE SHEAR PLANE, UNLESS
9. PROVIDE ADEQUATE BRACING DURING ERECTION AND CONSTRUCTION TO MAINTAIN PLUMBNESS AND
SHALL BE NO PONDING OF WATER AROUND THE FOUNDATION. NOTED.
5. SET BOTTOM OF ALL FOOTINGS AS CALLED OUT ON THE PLAN. STABILITY. 9. ALL HIGH STRENGTH BOLTS SHALL BE TIGHTENED TO PROVIDE AT LEAST THE MINIMUM TENSION
10. ALL PLYWOOD SHALL BE C-D WITH EXTERIOR GLUE, THICKNESS PER DRAWINGS, AND SHALL BEAR SHOWN IN
CONCRETE THE STAMP OF AN APPROVED TESTING AGENCY. STAGGER JOINTS AND NAIL PER THE DRAWINGS. LAY A325 OR A490 BOLTS, UNLESS TENSION, OF THE SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM
UP WITH FACE GRAIN PERPENDICULAR TO SUPPORTS. ALL NAILING SHALL BE WITH COMMON NAILS. 10. FIELD CONNECTIONS TO EXISTING STEEL SHALL BE WELDED, UNLESS NOTED. Uj
"
1. ALL CONCRETE WORK SHALL CONFORM TO ACI 318-97 BUILDING CODE REQUIREMENTS FOR PROVIDE THE FOLLOWING SPAN/INDEX RATIO FOR THE GIVEN THICKNESS, UNLESS NOTED OTHERWISE. 11. ALL CONNECTIONS FOR WHICH REACTIONS ARE NOT SHOWN ON THE PLANS SHALL DEVELOP THE
3/8" = 24/0 1/2" = 32/16 END REACTIONS FROM THE TABLES OF UNIFORM LOAD CONSTANTS, PART 2, OF THE AISC MANUAL. IN
REINFORCED CONCRETE". ALL CONCRETE SHALL BE READY MIXED CONCRETE IN ACCORDANCE WITH
ASTM C 94. 5/8" = 40/20 3/4" = 48/24 NO CASE, HOWEVER, SHALL CONNECTIONS HAVE LESS BOLTS THAN THE FOLLOWING:
2. MINIMUM 28 DAY COMPRESSIVE STRENGTH SHALL BE AS FOLLOWS: 11. PROVIDE JAMB STUDS, BLOCKING, LINTELS, ETC. AS INDICATED ON THE DRAWINGS OR AS W8-W10 2 ROWS W21-W24 : 5 ROWS
A) FOOTINGS AND SLAB ON GRADE - 3000 PSI. REQUIRED. DOUBLE UP FLOOR JOISTS UNDER PARTITIONS. DOUBLE UP STUDS UNDER BEAMS IN W12-W14 : 3 ROWS W27-W30 : 6 ROWS
8) CURBS AND SIDEWALKS - 2500 PSI. BEARING WALLS (UNLESS A POST IS SPECIFICALLY CALLED OUT). ALL NAILING NOT NOTED SHALL BE W16-W18 4 ROWS W33-W36 : 7 ROWS 0
3. ALL CONCRETE SHALL HAVE MINIMUM CEMENT CONTENT OF 5 SACKS PER CUBIC YARD. CEMENT TO TABLE 23-II-B-1 & 2 OF THE UNIFORM BUILDING CODE. 12. ALL CONNECTIONS OF FLOOR MEMBERS SHALL HAVE THE MINIMUM NUMBER OF BOLTS AS 0
SHALL CONFORM TO ASTM C150, TYPE II. AGGREGATE PER ASTM C33. SLUMP SHALL NOT BE MORE 12. PROVIDE ALL TYPICAL FRAMING CONNECTORS MADE FROM 16 GA. (MIN) GALVANIZED STEEL AND FOLLOWS: Q
` THAN 4" CONCRETE MIXES SHALL BE DESIGNED BY A QUALIFIED TESTING LABORATORY AND APPROVED APPROVED BY I.C.B.O.. W18 5 ROWS W30 8 ROWS
0
BY THE STRUCTURAL ENGINEER. 13. PROVIDE BOLTS WITH WASHERS THAT CONFORM TO ASTM A307 AND HOLES THAT ARE 1/16 INCH W21 : 6 ROWS W33 : 9 ROWS
4. ALL CONCRETE SHALL USE TYPE II CEMENT. GREATER THAN THE BOLT DIAMETER. W24-W27 : 7 ROWS W36 : 10 ROWS /�/ Lo
5. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN CONCRETE BEFORE PLACING 14. PROVIDE STEEL ASTM A36 FOR ALL STEEL CONNECTIONS REQUIRED. 13. ALL BEARING ENDS OF ALL COLUMNS SHALL BE MILLED OR FINISHED. LL
CONCRETE. IN FOUNDATIONS, PROVIDE SLEEVES THROUGH STEM WALLS ONLY; STEP FOOTINGS DOWN 15. PROVIDE ALL SHOP WELDING THAT CONFORM TO THE LATEST SPECIFICATION OF THE AMERICAN 14. THE CONTRACTOR SHALL SUPPLY ALL TEMPORARY BRACING REQUIRED TO MAINTAIN PLUMBNESS --
. FO NOT CUT ANY REINFORCING THAT MAY CONFLICT. WELDING SOCIETY AND REQUIREMENTS OF LOCAL LAWS. USE E-70 ELECTRODES. AND STABILITY DURING ERECTION. BRACING SHALL NOT BE REMOVED UNTIL ALL PERMANENT BRACING = �
AS REQUIRED). PROVIDE BRIDGING FOR FLOOR AND ROOF JOISTS AT 8'-0" O.C. MAXIMUM. HAS BEEN INSTALLED, ALL WELDING HAS BEEN COMPLETED, ALL BOLTS HAVE BEEN PROPERLY Uj
6. NO CONSTRUCTION JOINTS OTHER THAN THOSE SHOWN ON THE DRAWINGS SHALL BE INSTALLED 17. PROVIDE DOUBLE FLOOR JOISTS UNDER PARALLEL PARTITIONS. TIGHTENED, AND FLOOR SLAB HAVE BEEN PROPERLY PLACED.
WITHOUT APPROVAL OF THE ENGINEER. PROVIDE 3/4' CHAMFER AT ALL EXPOSED CORNERS. 18. PROVIDE 2 SIMPSON H2 SEISMIC AND HURRICANE ANCHORS FOR EVERY ROOF RAFTER AT 15. ALL COLUMN ANCHOR BOLTS WITH NUTS AND WASHERS, AND LEVELING PLATES SHALL BE
7. CONCRETE SHALL NOT BE DROPPED MORE THAN FOUR FEET VERTICALY. BEARING POINTS. SUPPLIED BY THE STRUCTURAL STEEL CONTRACTOR, AND SET BY THE FOUNDATION CONTRACTOR.
8. CONCRETE FOOTINGS AND PADS MAY BE POURED AGAINST NEAT EXCAVATIONS PROVIDED THE 16. NO OPENINGS SHALL BE CUT IN STRUCTURAL MEMBERS UNLESS SHOWN ON THE DRAWINGS, OR
PLANS AND DETAILS ARE ADHERED T0. 19. PROVIDE SOLID BLOCKING FOR INTERIOR STUD PARTITIONS NOT COVER WITH PLYWOOD AT 1/3 APPROVAL IS RECEIVED FROM THE ENGINEER. O
9. PROVIDE CLEAR COVERAGE OF CONCRETE OVER THE REINFORCING BARS AS SHOWN ON THE LENGTH OF THE STUD FOR 2X4 STUDS AND 1/4 LENGTH FOR 2X6 STUDS. " 17. STEEL SHALL BE PAINTED WITH COAT OF BASIC GRAY PRIMER, UNLESS NOTED. U
DRAWINGS. 20. PROVIDE LUMBER TREATED WITH WOLMAN FOR ALL SILLS AND ANCHOR THEM WITH 5/8 DIAMETER 18. ALL LOOSE STEEL LINTELS SHALL BE PROVIDED BY THE STEEL CONTRACTOR.
10. MECHANICALY VIBRATE ALL CONCRETE WHEN PLACED, EXCEPT THAT SLABS ON GRADE NEED TO X 10" LONG BOLTS AT 4'-0" 0. C. TIED TO WALL REINFORCEMENT U.N.A. 19. ALL PERIMETER STEEL BEAMS SHALL BE ANCHORED TO EXTERIOR WALLS WITH MASONRY
BE VIBRATED ONLY AROUND UNDER-FLOOR DUCTS, ETC. 21. PROVIDE ALL REQUIRED HARDWARE FOR FRAMING IN ACCORDANCE WITH STANDARD CONSTRUCTION ANCHORS TOP AND BOTTOM AT 4'-0" 0/C MAXIMUM. J
11. CONCRETE WHICH HAS CONTAINED WATER FOR MORE THAN ONE HOUR WILL NOT BE ACCEPTED. METHODS. 20. ALL COLUMNS WHICH SIDES ARE IN CONTACT WITH MASONRY SHALL BE ANCHORED TO MASONRY
RETEMPERING OF CONCRETE AFTER INITIAL SET HAS OCCURED IS NOT PERMITTED. 22. PROVIDE "DENSE SELECT STRUCTURAL" 2 X 6 WALL STUDS FOR WALLS WHICH HEIGHT IS WALLS WITH STRAP ANCHORS AT 2'-8" 0/C MAXIMUM.
12. PROVIDE CONCRETE TEST CYLINDERS ( 3 CYLINDERS PER TEST ) FOR EACH DAY'S CONCRETE EXCEEDING LENGTH OF 10'-0". IF STUDS CANNOT SPAN UNINTERRUPTED FOR FULL LENGTH THEY 21. ALL STEEL MEMBERS WHICH ARE REQUIRED TO SUPPORT OTHER MATERIALS SHALL BE EQUIPPED
PLACEMENT OR AS DIRECTED BY THE ARCHITECT. TESTING SHALL BE DONE BY A TESTING LABORETORY MUST BE DOUBLED AND SPLICED AT 1/3 POINTS WITH ONE SPLICE PER STUD. WITH HOLES AND ANCHORS. 0 >
UNDER THE RESPONCIBLE CHARGE OF A REGISTERED PROFESSIONAL ENGINEER. TEST ONE CYLINDER 23. DO NOT NOTCH OR DRILL JOISTS, BEAMS OR LOAD BEARING STUDS WITHOUT PRIOR APPROVAL OF
AT 7 DAYS, AND TWO AT 28 DAYS. THE ENGINEER.
13. CURE ALL EXPOSED CONCRETE FOR A MINIMUM OF 7 DAYS IN ACCORDANCE WITH ACI-301 24. JOIST HANGERS AND OTHER MISCELLANEOUS FRAMING ANCHORS SHALL BE AS MANUFACTURED BY
PROCEDURES IN ORDER TO PREVENT CRACKING. PERFORN CURING OF CONCRETE BY CURING AND THE SIMPSON STRUNG-TIE COMPANY OR OTHER MANUFACTURER WITH EQUIVALENT CURRENT I.C.B.O. N
SEALING COMPOUND, BY MOIST CURING, BY MOISTURE- RETAINING COVER CURING, OR BY APPROVAL. re
COMBINATIONS THEREOF. 25. ALL SILL PLATES SHALL BE PRESSURE TREATED TO RESIST TERMITES AND FUNGUS. ANCHOR BOLT
SIZE MINIMUM OF 2 ANCHOR BOLTS PER SECTION OF SILL PLATE.
26. FRAMING LUMBER SHALL BE S4S, SOUND AND FREE FROM WARP THAT CANNOT BE BRIDGING,
BLOCKING OR NAILING.
STAMP OF RECORD:
JOB#: 02190
D�00 rtEGI j ISSUE DATE
ejeeeje F RELIM.SUBMIT 01.20.03
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30878 Y;
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AURORA CO. 80015 S7
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Denver, Colorado
Dillon, Colorado
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Monroe & Newell
Engineers, Inc.
STRUCTURAL FRAMING PLANS, DETAILS, AND
GENERAL NOTES
FOR
SURIDIS RESIDENCE REMODEL
2468 Garmisch Road
Vail, Eagle County, Colorado
M&N#6347
Date: Prepared By:
February 13,2004 Monroe&Newell Engineers,Inc.
PO Box 1597
Avon,CO 81620
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www.monroe-neweI1.com
70 Benchmark Road • Suite 204 • P.O. Box 1597 • Avon,'Colorado 81620
(970) 949-7768 • FAX(970) 949-4054 • email: avon®monroe-newell.com
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i7
PRODUCT 204-1(Sin0le Sheets)205-0(Padded)
PROJECT: SURIDIS RESIDENCE vs=Q Z
M&N #: 6347 o 2579:
DATE: FEBRUARY 13, 2004 Z
GENERAL NOTES �0•S
1. LIVE LOADS USED IN DESIGN: �N�Illl�li�t�
A. ROOF 80 PSF
B. TYPICAL FLOOR 40'PSF
C. WIND
1. BASIC WIND SPEED 80 MPH
2. EXPOSURE B
D. EARTHQUAKE ZONE 1
E. LIVE LOADS ARE REDUCED PER CODE IF APPLICABLE.
2. TESTING, INSPECTIONS AND OBSERVATIONS:
A. CONTRACTOR SHALL PROVIDE COORDINATION FOR SPECIAL INSPECTIONS OF THE
CONSTRUCTION (PAID FOR BY OWNER)AS OUTLINED IN THE PROJECT
SPECIFICATIONS AND LISTED BELOW IN CONFORMANCE WITH THE PROVISIONS OF
CHAPTER 17 OF THE UNIFORM BUILDING CODE. SPECIAL INSPECTION SHALL BE
PROVIDED BY A QUALIFIED_ SPECIAL INSPECTING AGENCY AS APPROVED BY THE LOCAL
BUILDING OFFICIAL.
B. THE FOLLOWING WORK SHALL BE INSPECTED BY THE SPECIAL INSPECTOR:
1. CONCRETE
a. THE TAKING OF TEST SPECIMENS TO DETERMINE COMPRESSIVE
STRENGTH.
b. PLACEMENT OF REINFORCEMENT: SPECIAL INSPECTION NEED NOT BE
CONTINUOUS, BUT MUST BE DONE ONCE PLACEMENT IS COMPLETED AND
PRIOR TO CLOSING THE FORMS. ITEMS TO BE CHECKED INCLUDE BAR
SIZE, GRADE, QUANTITIES, SPACING, EXCESSIVE RUST,AND PROPER
CONCRETE COVERAGE.
2. STRUCTURAL WELDING
a. ALL WELDING SHALL RECEIVE CONTINUOUS SPECIAL INSPECTION
EXCEPT THE FOLLOWING:
1.) WELDING DONE IN AN APPROVED FABRICATOR'S SHOP IN
ACCORDANCE WITH SECTION 1701.
b. THE SPECIAL INSPECTOR NEED NOT BE CONTINUOUSLY PRESENT
DURING WELDING OF THE FOLLOWING ITEMS, PROVIDED THE MATERIALS,
QUALIFICATIONS OF WELDING PROCEDURES AND WELDERS ARE
VERIFIED PRIOR TO THE START OF WORK; PERIODIC INSPECTIONS ARE
MADE OF WORK IN PROGRESS; AND A VISUAL INSPECTION OF ALL WELDS
IS MADE PRIOR TO COMPLETION OR PRIOR TO SHIPMENT OF SHOP
WELDING.
1.) SINGLE PASS FILLET WELDS NOT EXCEEDING 5/16" IN SIZE.
2.) WELDING OF STAIRS AND RAILING SYSTEMS.
1
1
C. ITEMS TO BE CHECKED ARE THE CERTIFICATION OF THE WELDERS,
WELDING PROCEDURES, MATERIALS, VISUAL INSPECTION OF WELD SIZE,
LENGTH, QUALITY, QUANTITY AND SPACING.
C. STRUCTURAL OBSERVATIONS
1. STRUCTURAL ENGINEER MAY MAKE PERIODIC OBSERVATIONS OF THE
CONSTRUCTION, SUCH OBSERVATIONS SHALL NOT REPLACE REQUIRED
INSPECTIONS BY THE GOVERNING AUTHORITIES OR SERVE AS "SPECIAL
INSPECTIONS"AS MAY BE REQUIRED BY CHAPTER 17 OF THE UNIFORM
BUILDING CODE.
3. FOUNDATIONS
A. MAXIMUM SOIL DESIGN PRESSURE ASSUMED IN DESIGN 1200 PSF
B. CONTRACTOR TO FOLLOW ALL RECOMMENDATIONS IN SOILS REPORT NO.3162
BY LKP ENGINEERING, INC. DATED OCTOBER 13, 2003.
C. ALL FOOTINGS ARE TO BE PLACED ON FIRM, UNDISTURBED, NATURAL SOIL OR
PROPERLY COMPACTED BACKFILL, APPROVED BY THE SOILS ENGINEER. BACKFILL
SHALL BE COMPACTED TO 95% (MINIMUM) MODIFIED PROCTOR DENSITY PER ASTM
D1557 UNLESS OTHERWISE RECOMMENDED IN THE SOILS REPORT..IF SOFT SPOTS ARE
ENCOUNTERED REMOVE SOIL AND RECOMPACT WITH APPROVED FILL (RE: SOIL
REPORT FOR DESCRIPTION OF BEARING SOIL).
D. CENTER FOOTINGS UNDER COLUMNS OR GRID LINES UNLESS OTHERWISE NOTED ON PLANS.
E. NOTIFY SOILS ENGINEER WHEN EXCAVATION IS COMPLETED SO THAT CONDITIONS MAY
BE INSPECTED PRIOR TO PLACEMENT OF ANY FILL OR CONCRETE.
4. CONCRETE
A. ALL CAST-IN-PLACE CONCRETE SHALL BE MADE WITH TYPE 1/II PORTLAND CEMENT,,,\
STONE AGGREGATE AND SHALL SATISFY THE FOLLOWING REQUIREMENTS: �EN
P B
CONCRETE ITEM F'C MIX TYPE
le
FOOTINGS 3000 psi STD '
B. FOOTINGS SHALL NOT HAVE JOINTS IN A HORIZONTAL PLANE.
C. ALL CONCRETE WORK AND REINFORCEMENT DETAILING SHALL BE IN ACCORDANCE�tyfffl lttq►14��'t�Z
WITH ACI BUILDING CODE 318 LATEST EDITION, UNLESS NOTED OTHERWISE. USE
STANDARD HOOKS FOR DOWELS UNLESS OTHERWISE NOTED.
5. REINFORCEMENT
A. ALL REINFORCING SHALL BE HIGH-STRENGTH DEFORMED BARS CONFORMING TO ASTM
GRADE 40.
B. REINFORCEMENT PROTECTION:
1. CONCRETE POURED AGAINST EARTH 3"
2. CONCRETE POURED IN FORMS (EXPOSED TO WEATHER OR EARTH) 2"
C. REINFORCEMENT'PLACEMENT AND TOLERANCES SHALL BE IN ACCORDANCE WITH
2
s
26799 Z _
SECTIONS 7.5, 7.6 AND 7.7 OF ACI 318, LATEST EDITION.
D. NO SPLICES OF REINFORCEMENT SHALL BE MADE. ' °''••'°°
4 I t
6. STRUCTURALSTEEL
A. ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 EXCEPT WIDE FLANGE BEAMS
WHICH SHALL CONFORM TO ASTM 992, (50 KSI)AND EXCEPT PIPE COLUMNS WHICH
SHALL CONFORM TO ASTM A53 AND TUBE COLUMNS TO ASTM A500, GRADE B, LATEST
EDITIONS. STEEL SUPPLIER MAY PROVIDE ASTM A572, GRADE 50 AT HIS OPTION.
MISCELLANEOUS EMBEDDED ITEMS SHALL BE A36 STEEL.
B. ALL STRUCTURAL BOLTS SHALL BE A325N INSTALLED TO A MINIMUM SNUG TIGHT
CONDITION.ALL ANCHOR BOLTS SHALL CONFORM TO ASTM A307 UNLESS NOTED
OTHERWISE.
C. STRUCTURAL STEEL SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH THE
LATEST PROVISIONS OF AISC"MANUAL OF STEEL CONSTRUCTION."
D. UNLESS OTHERWISE NOTED, USE STANDARD FRAMED BEAM CONNECTIONS WITH STEEL
BOLTS PER AISC"MANUAL OF STEEL CONSTRUCTION"TABLE II-A AND/OR AISC SIMPLE
SHEAR CONNECTION MANUAL WITH A 325-N BOLTS OR WELDED EQUIVALENT. SELECT
CONNECTION TO SUPPORT 60%THE TOTAL UNIFORM LOAD CAPACITY FOR EACH GIVEN
BEAM AND SPAN.
E. ALL WELDERS SHALL HAVE EVIDENCE OF PASSING THE AMERICAN WELDING SOCIETY
STANDARD QUALIFICATIONS TESTS AS OUTLINED IN AWS-D1.1.
F. MINIMUM WELDS TO BE PER AISC TABLE J2.4 BUT NOT LESS THAN 3/16" CONTINUOUS
FILLET UNLESS OTHERWISE NOTED.
7. NON-SHRINK GROUT
A. NON-SHRINK GROUT SHALL BE PROVIDED:
1. BETWEEN COLUMN BASES AND CONCRETE OR MASONRY SUPPORTS.
2. GROUT SHALL BE COMPLETE AND HAVE A MINIMUM COMPRESSIVE STRENGTH
OF 6000 PSI PRIOR TO ADDING BUILDING LOADS ABOVE.
8. WOOD
A. ALL FRAMING LUMBER SHALL BE DRY DOUGLAS FIR, LARCH, GRADED BY
WESTERN WOOD PRODUCTS ASSOCIATION AND CONFORMING TO UNIFORM BUILDING
CODE AS FOLLOWS:
2"THICK-4"TO 6"WIDE (WALL STUD ONLY) STUD Fb = 700 PSI
2"TO 4"THICK-6"AND WIDER NO. 2 Fb = 900 PSI
5"THICK- 5"AND WIDER NO. 2 Fb = 1250 PSI
NOTED ALLOWABLE STRESSES ARE MINIMUMS AND FOR NONREPETITVE USES PRIOR TO
ALLOWABLE STRESS INCREASES.
B. FASTEN ALL WOOD MEMBERS WITH COMMON NAILS ACCORDING TO THE UBC
SCHEDULE TABLE 23-II-B-1 UNLESS OTHERWISE NOTED.
C. PLYWOOD DECK AND/OR ORIENTED STRAND BOARD.
1. PANEL THICKNESS SHALL BE AS SHOWN ON THE DRAWING. APPLICATION SHALL
BE IN ACCORDANCE WITH RECOMMENDATIONS OF THE AMERICAN PLYWOOD
3
ASSOCIATION.
2. 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
WHICH HAVE ANY EDGE OR SURFACE PERMANENTLY EXPOSED TO THE
WEATHER SHALL BE OF THE EXTERIOR TYPE.
3. FOR FLOORING USE 3/4"T&G STURD-I-FLOOR SHEATHING GLUED AND NAILED
WITH 10D NAILS AT 6" ON CENTER ALONG PANEL EDGES AND AT 12"ALONG
INTERMEDIATE SUPPORTS.
4. FOR ROOF USE 5/8" (40/20 SPAN RATING) EXPOSURE I SHEATHING NAILED
WITH 10D NAILS AT 4"ON CENTER ALONG PANEL EDGES AND AT 12"ALONG
INTERMEDIATE SUPPORTS.
5. EXTERIOR WALLS SHALL HAVE ONE LAYER OF 1/2" EXPOSURE I PLYWOOD OR
OSB SHEATHING NAILED AT 6"ON CENTER ALONG PANEL EDGES.
6. FLOOR AND ROOF SHEATHING SHALL BE INSTALLED WITH THE FACE GRAIN
PERPENDICULAR TO SUPPORTS WITH END JOINTS STAGGERED.
7. INSTALL SUITABLE EDGE SUPPORT BY USE OF PLYCLIPS,TONGUE AND
GROOVE PANELS OR SOLID WOOD BLOCKING SUPPORTS.
D. PREFABRICATED WOOD MEMBERS SHALL BE THE TYPE NOTED ON THE DRAWINGS AND
SHALL BE"BCI-JOIST"AS MANUFACTURED BY BOISE CASCADE CORPORATION.
ALTERNATES SHALL BE REVIEWED BY THE ENGINEER. TO BE CONSIDERED,
ALTERNATES SHALL HAVE A LOAD CAPACITY IN BENDING, SHEAR AND DEFLECTION
EQUAL TO OR GREATER THAN THE SIZE SHOWN ON THE DRAWINGS.WEB BLOCKING
AND BRIDGING TO BE AS REQUIRED BY THE JOIST MANUFACTURER.
E. LAMINATED VENEER LUMBER MEMBERS SHALL HAVE THE FOLLOWING STRESS
CAPACITIES: FB =2800 PSI, E=2,000,000 PSI, FC =750 PSI, FV=285 PSI. BUILT UP
MEMBERS SHALL BE CONNECTED IN ACCORDANCE WITH MANUFACTURERS'
RECOMMENDATIONS. CONTRACTOR SHALL HAVE THE OPTION OF USING 3 1/2"OR ego
l�J� ✓�
5 1/4"WIDE MEMBERS. *�_•�� ��'•• O
9. NON-STRUCTURAL ELEMENTS 26799 S
A. ELEMENTS SUCH AS NON-BEARING PARTITIONS, ETC. ATTACHED TO AND/OR ,
SUPPORTED BY THE STRUCTURE SHALL TAKE INTO ACCOUNT DEFLECTIONS AND
OTHER STRUCTURAL MOVEMENTS. 'fl�,�j loi4p,
B. FIRE PROTECTION FOR ALL STRUCTURAL PARTS SHALL BE PROVIDED AND SHALL MEET
ALL CODE REQUIREMENTS FOR THE TYPE OF CONSTRUCTION SPECIFIED BY THE
ARCHITECTURAL DRAWINGS. STRUCTURAL STEEL MEMBERS SHALL BE CONSIDERED
UNRESTRAINED UNLESS OTHERWISE NOTED.
10. GENERAL
A. ENGINEER'S ACCEPTANCE MUST BE SECURED FOR ALL STRUCTURAL SUBSTITUTIONS.
B. VERIFY ALL OPENINGS THROUGH FLOORS, ROOF AND WALLS WITH MECHANICAL AND
ELECTRICAL CONTRACTORS. VERIFICATION OF LOCATIONS, SIZES, LINTELS AND
REQUIRED CONNECTIONS ARE CONTRACTOR'S COMPLETE RESPONSIBILITY.
C. PRIOR TO INSTALLATION OF MECHANICAL AND ELECTRICAL EQUIPMENT OR OTHER
ITEMS TO BE ATTACHED TO THE STRUCTURE, ENGINEER'S APPROVAL OF CONNECTIONS
AND SUPPORTS SHALL BE OBTAINED. UNLESS SPECIFICALLY DETAILED ON
ARCHITECTURAL AND STRUCTURAL DRAWINGS, RESPECTIVE SUBCONTRACTOR
SHALL FURNISH ALL HANGERS, CONNECTIONS, ETC., REQUIRED FOR INSTALLATION OF
4
HIS ITEMS.
D. WATERPROOFING, VAPOR BARRIERS, ETC., SHALL BE AS SHOWN ON THE
ARCHITECTURAL DRAWINGS AND AS INDICATED IN THE SPECIFICATIONS.
E. ALL MASONRY AND STONE VENEERS SHALL BE ATTACHED TO INTERIOR AND EXTERIOR
WALLS AS SPECIFIED IN SECTIONS 1403.6.4.2 AND 1403.6.4.3 OF THE UNIFORM BUILDING
CODE.
F. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST FIELD AND
ARCHITECTURAL DRAWINGS.
G. CONTRACTOR SHALL VERIFY ALL ASSUMED EXISTING CONDITIONS. IF CONDITIONS
ARE DIFFERENT THAN ASSUMED, NOTIFY ENGINEER.
0
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