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DESIGN LOADS: CONCRETE'S STEEL REINFORCING: MICRO PILES: 08/12/15
GODS EDITION: 2012 IBC A. CONCRETE REINFORCING DETAILING, FABRICATION AND PLACEMENT SHALL CONFORM TO A. SPECIFIC MICRO PILE COMPONENTS SHALL BE DESIGNED BY THE MICRO PILE
THE REQUIREMENTS OUTLINED I N THE ACI "DETA 1 LS AND DETAILING OF REINFORCEMENT" CONTRACTOR, AND BEAR THE STAMP OF A REGISTERED ENG I NEER. THESE ITEMS
LIVE LOADS: ACI 315-05. INCLUDE BUT ARE NOT LIMITED TO: REINFORCING, CASING, AND GROUT DESIGN MIX.
• ROOF (4:12 4 GREATER) 80 PSF B. ALL REINFORCING SHALL BE HIGH GRADE DEFORMED BARS CONFORMING TO ASTM B. PILES SHALL BE DESIGNED AND INSTALLED TO RESIST THE UNFACTORED DESIGN LOADS
• ROOF (LESS THAN 4:12) 100 PSF A6I5, GRADE 60 (MARKED WITH A "5"); EXCEPT TIES, STRRUPS AND PLATE ANCHORS AS SHOWN ON THE FOUNDATION PLAN/ SHEET 52.1. THE FACTOR OF SAFETY APPLIED TO
• FLOORS 40 PSF WHICH SHALL CONFORM TO ASTM A6I5, GRADE 40 OR ASTM A106, GRADE 60. THE DESIGN LOADS TO OBTAIN THE ULTIMATE LOAD CAPACITY OF EACH PILE SHALL BE
• EXTERIOR DECKS 100 PSF C. F I BER RE I NFORC I NG, AT THE SLAB ON GRADE, SHALL HAVE A F I BER LENGTH THAT 2.0, UNLESS OTHERWISE RECOMMENDED BY THE PILE CONTRACTOR. •
DEAD LOADS: COORDINATES WITH AGGREGATE SIZE PER THE MANUFACTURER'S RECOMMENDATIONS C. MICRO PILE SUB-STRUCTURE HAS BEEN DESIGNED USING A SOIL SKIN FRICTION
• ROOF 20 PSF (AMOUNT OF FIBERS SHALL BE DETERMINED PER THE SUPPLIER'S SPECIFICATIONS). RESISTANCE OF 1,000 PSF. CONSTRUCTION MAY NOT PROCEED WITHOUT THE
• FLOORS 35 PSF (I I/2" CONC. TOPP'N) D. CONCRETE COVERAGE FOR REINFORCING SHALL CONFORM TO THE FOLLOWING: VERIFICATION OF THESE VALUES. IF DISCREPANCIES EXIST IN THE ACTUAL SITE
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• EXTERIOR DECKS 15 PSF I. CONCRETE POURED AGAINST EARTH: 3" GOND ITIONS OR THE REPORT ASSUMPTIONS, NOTIFY THE ENGINEER OF RECORD (E.O.R.)
2. CONCRETE POURED IN FORMS (EXPOSED TO WEATHER OR EARTH): 2" FOR REVIEW. STRUCTURAL DESIGNS
LATERAL LOADS: F. LAP SPLICES OF REINFORCING, SHALL BE A MINIMUM OF 48 BAR DIAMETERS FOR #6 D. PILE TO FOOTING GAP CONNECTION SHALL BE DESIGNED BY THE MICRO PILE PO BOX 8007
• BASIC WIND SPEED: 10 MPHCONTRACTOR. SIMPSON ABU46/88 STONE VENEER RE:
BAR AND SMALLER AND 80 BAR DIAMETERS FORT AND #8 BAR, UNLESS NOTED ARCH AVON, GO 81620
• EXPOSURE: C OTHERWISE. CONTACT ENGINEER FOR SPLICING RECOMMENDATIONS PRIOR TO E. MICRO PILE BEARING PLATE SHALL EFFECTIVELY DISTRIBUTE THE DESIGN FORCE TO COL. BASE OR PH. 170-331-6740
• SEISMIC DESIGN CLASS: C CONSTRUCTION, WHERE NOT SPECIFICALLY DETAILED OR NOTED (DO NOT WELD OR USE THE FOOTING CONCRETE SUCH THAT THE LONE SHEAR REQUIREMENTS OF AGI 341, BASE PLATE; FAX. I-888-362-4685
MECHANICAL REINFORCING SPLICING, UNLESS NOTED OTHERWISE). APPENDIX B, ARE MET AND THE BENDING STRESS DOES NOT EXCEED 0.55 Fy FOR 3/8" X 12" X 12" STEEL I - (4)-2X6 STUD PACK OR INFO®bPSE.NET
G. CONTINUOUS TOP BARS SHALL BE SPLICED AT MID-SPAN AND CONTINUOUS BOTTOM STEEL. BASE PLATE W/ (4)-I/2" I ) , 8X8 TIMBER COL RE:
F. INSTALLATION SHALL BE COMPLETED BY A MANUFACTURER'S AUTHORIZED CONTRACTOR, EXP. ANCHORS PLAN,TYP. WWW.bPSE.NET
SPECIAL INSPECTIONS: BARS OVER SUPPORTS. WITH PROOF OF CURRENT AUTHORIZATION BEING SUBMITTED TO THE STRUCTURAL KNIFE PLATE;
A. THE STRUCTURAL ENGINEER MAY MAKE PERIODIC OBSERVATIONS OF THE CONSTRUCTION H. AT HALL CORNERS: MAKE BAR CONTINUOUS OR PROVIDE CORNER BARS. CORNER BARS
ENGINEER PRIOR TO INSTALLATION. 3/8" X 6" X 16" STEEL - THESE PLANS AND WRITTEN
SITE; FOR DETERMINATION OF GENERAL CONFORMANCE WITH THE CONSTRUCTION SHALL EXTEND 3'-O" EACH SIDE OF WALL CORNER. WATERPROOFING AT MATERIAL,HEREIN,ARE
G. THE GEOTECHNICAL ENGINEER SHALL BE PRESENT DURING INSTALLATION. KNIFE PLATE W/ (2)-3/4" INSTRUMENTS OF SERVICE AND
DOCUMENTS. SUCH OBSERVATION VISITS SHALL NOT REPLACE THE REQUIRED 1. AT WALL STEPS HIGHER THAN 4'-0": CONTRACTOR SHALL PLACE (2)-#5'S VERTICAL PITIMBER COLUMN RE: ARE THE PROPERTY OF bPSE,LLC.
H. PIER HOLES SHALL BE GLEANED DE-WATERED AND INSPECTED BY THE GEOTECHNICAL cP THRU-BOLTS
INSPECTIONS BY THE GOVERNING AUTHORITIES OR SERVE AS "SPECIAL INSPECTIONS" AS FULL HEIGHT OF WALL, AT HIGH SIDE OF ALL WALL, IN ADDITION TO WALL REINFORCING GNTRGTR (bPSE). REUSE OF THIS DRAWING
MAY BE REQUIRED BY SECTION 11 OF THE IBC. SHOWN OTHERWISE. ENGINEER PRIOR TO POURING CONCRETE. digOR ANY INFORMATION CONTAINED
I. ALL PILES SHALL HAVE A MINIMUM CORROSION PROTECTION OF HOT DIPPED F [RE: PLAN] WITHIN;ON A PROJECT OTHER THAN
B. CONTRACTOR SHALL SUBMIT A LIST OF SPECIAL INSPECTORS THAT HE INTENDS TO USE J. AROUND ALL WALL OPENINGS IN WALLS, SLABS AND BEAMS: PLACE (2)-#5'S TO $ INDICATED IN THE TITLE BLOCK, 15
FOR THIS PROJECT, TO THE ENGINEER AND GOVERNING AUTHORITIES. SUBMIT ALL # GALVANIZATION. THE GEOTECHNICAL ENGINEER SHALL DETERMINE IF FURTHER T.O. PIER PROHIBITED WITHOUT WRITTEN
PROJECT A M I NI MUM OF 2-6 BEYOND GONRNERS. PROVIDE (2)- 5 X 5-O DIAGONAL CORROS I VI TY PROTECT ON 15 REQUIRED AND THE P 1 LE CONTRACTOR SHALL DETERMINE PERMISSION FROM►APSE. I'PSE 15
INSPECTION REPORTS AND TEST RESULTS TO THE SAME CONTACTS. AT ALL THE SAME OPENINGS. �` NOT RESPONSIBLE FOR ERRORS
G. THE FOLLOWING WORK SHALL BE INSPECTED BY A CER ITIFIED SPECIAL INSPECTOR, REQUIRED MEDIATION. III=III a p4 III=III— DUE TO SCALED DRAWINGS.
K. AT GOLD JOINTS: EXTEND RE I NFORG I NG A M I N I MUM OF 2-6 BEYOND JOINTS AND J. THE MAXIMUM TOLERANCE FOR TOP OF PILE ALIGNMENT SHALL NOT EXCEED 2go OF SIMILAR M I LAR SECTION: REFER ANY QUESTIONS OR
UNLESS SPECIFICALLY WAIVED BY THE BUILDING OFFICIAL, OR OTHER GOVERNINGI—III , 2:4=III= DISGREPANGIES TO bPSE PRIOR
COORDINATE COLD JOINT LOCATIONS WITH THE STRUCTURAL ENGINEER. 1 ' NO STONE VENEER AT DI OR DURING GbPSGPRI
AUTHORITY: TOTAL LENGTH ALIGNMENT +/-. DO NOT FORCE INTO ALIGNMENT, AFTER PILE CASTING. _— ' —I
K. SUBMIT SHOP DRAWINGS INCLUDING PILE/ SHAFT SIZES AND TYPES, LOCATIONS, ; 2 ° a ;— SIMILAR SECTION
TOLERANCES, AND CAPACITIES. ALSO THE CONTRACTOR'S CATALOGED CUTS, GENERAL III :! = ° ''=I II
I. PILE FOUDATIONS GROUT: INSTALLATION PLAN AND DATA SHEETS SHALL BE SUBMITTED TO THE STRUCTURALIII' v ':III-
• PILE INSTALLATION AND TESTS SHALL BE SUBMITED IN THE OFF'CAL A. GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3500 PSI AND SHALL BE A WRAP STIRRUPS AT = • ° o CONCRETE PIER RE:
CONSTRUCTION RECORDS; INDICATING INFO/ NOTES OF THE INSTALLATION OF ENGINEER FOR REVIEW PRIOR TO INSTALLATION. CALCUL ATI ONS SHALL BE I NGLUDED, VERT. RE 1 NFORG 1 NG ;� ' t � PLAN FOR RE I NFORC 1 NG
NON-SHRINK, NON-METALL I G GROUT. BEARING THE STAMP OF A REGISTERED ENGINEER. ►!
EACH PILE AND RESULTS OF LOAD TESTS. B. GROUT SHALL BE PROVIDED:
L. A WRITTEN RECORD SHALL BE KEPT FOR EACH PIER INCLUDING THE FOLLOWING: ►,
• BELOW/ BETWEEN COLUMN BASE PLATES AND CONCRETE SUPPORT. • !•
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2. CONCRETE CONSTRUCTION • DATE OF INSTALLATION Z . •.` v ° . . .
• BELOW/ BETWEEN BEAM BEARING PLATES AND CONCRETE SUPPORT. • LOCATION OF PILE ':.
• PERIODIC INSPECTION OF THE REINFORCING STEEL. y L. #3-STIRRUP TIES; (2)-AT
• PERIODIC VERIFICATION OF USE OF REQUIRED DESIGN MIX; INSPECTION AT THE • DESCRIPTION OF LEAD SECTION j ' ; 3" O.G. ATOP AND AT
• NUMBER AND SIZE OF PILES ;: • % r•,
TIME FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS FOR THE = DRY-STACK CMU ►� •• , 24" O.G. REMAINING O
STRUCTURAL WOOD FRAMING SPEC I F I GATT ONS: • NUMBER OF EXTENSIONS USED O ' • ••
STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS AND DETERMINE THE A. WOOD FRAMING SHALL CONFORM TO THE REQUIREMENTS OUTLINED I N THE NDS STONE VENEER
TEMPERATURE OF CONCRETE. DEPTH OF INSTALLATION FROM A KNOWN REFERENCE POINT 1- SUPPORT - GROUT ► • v ° 'SPECIFICATIONS OF STRESS GRADE LUMBER AND ITS FASTENINGS, LATEST EDITION, • TORQUE AT TERMINATION OF PILE ►:• PERIODIC INSPECTION OF THE MAINTENANCE OF THE SPECIFIED CURING AND CONSTRUCTION MATERIAL SHALL CONFORM TO THE CURRENT IBC. M. IBCO APPROVAL SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER BY MEANS OF EVERY CMU CELL �' :u;,TEMPERATURE AND TEGHNIQUES. B. FRAMING AND TRUSS LUMBER SHALL BE DRY DOUGLAS FIR-LARCH ( F), ACCORDING TO THE IBCO EVALUATION REPORT. IIMMIMMI
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THE FOLLOWING RECOMMENDATIONS: ALL 2 NOMINAL LUMBER, EXCEPT STUDS SHALL N. MICRO PILE CONTRACTOR IS RESPONSIBLE FOR THE MICRO PILE TESTING AND ►. ••
CONCRETE FOUNDATION: BE DF *2 OR BETTER, AND SOLID TIMBER BEAMS AND POST 3" NOMI NAL AND HIDER, PROCEDURES, AT THEIR EXPENSE, AND SHALL PROVIDE VERIFICATION TEST AND PROOF ••
SHALL BE DF *2 OR BETTER. TEST DATA TO THE STRUCTURAL ENGINEER AND ARCHITECT PER THE FOLLOWING ►' ' .4 (RE: PLAN) n ,
A. SUB-STRUCTURE DESIGN IS BASED UPON THE REQUIREMENTS OUTLINED IN THE C. ALL STUDS SHALL BE STUD GRADE DOUGLAS FIR-LARCH OR HEM-FIR (HF). CRITERIA: ** TESTING SCHEDULE SHALL BE BASED ON FEDERAL HIGHWAY � \' QG . d da hr .
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GEOTECHNICAL SOILS REPORT *112 011A BY HP GEOTECH, INC. DATED 0 /11/2012. a. TOP AND BOTTOM PLATES SHALL BE DOUGLAS FIR-LARCH OR HEM-FIR *2, OR BETTER. ADMINISTRATION REPORT: FHWASA7070 FOUNDATION CONSTRUCTION MAY NOT PROCEED WITHOUT THE VERIFICATION OF THESE aOPLATES 1N DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE �J 0 111
VALUES. IF DISCREPANCIES EXIST IN THE ACTUAL SITE GONDITIONS OR THE REPORT (STRUCTURAL ENGINEER SHALL BE PRESENT DURING TESTING. CONTRACTOR SHALL \\ a • a • '. • %
TREATED HEM-FIR #I. a a • a — r
ASSUMPTIONS, NOTIFY THE ENGINEER OF RECORD (E.0.R.) FOR REVIEW. NOTIFY STRUCTURAL ENGINEER 48 HOURS PRIOR TO TESTING). Q a < I
B. FOOTINGS HAVE BEEN DESIGNED USING AN ALLOWABLE, NON-EXPANSIVE, SOIL BEARING E. DIMENSION LUMBER (2"+ WIDE X 4"-12" DEEP) HAS BEEN DESIGNED ASSUMING THE
PRESSURE OF 2000 PSF.
FOLLOWING STRESS PROPERTIES: FLEXURAL STRESS, 100 PSI; HORIZONTAL SHEAR, 110
C. FOUNDATIONS AND RETAINING WALLS HAVE BEEN DESIGNED USING AN ACTIVE LATERAL PSI; MODULUS OF ELASTICITY, 1,600,000 PSI; TENSION PARALLEL TO GRAIN, 450 PSI; 1j v (1
STEEL HELICAL PIERS: C x---11
COMPRESSION PARALLEL TO GRAIN, 850 PSI; COMPRESSION PERPENDICULAR TO GRAIN, V -
SOIL PRESSURE OF 55 PCF AND A PASSIVE LATERAL SOIL PRESSURE OF 315 PCF. 625 PSI. A. STEEL HELICAL PIERS SHALL BE DESIGNED AND INSTALLED TO RESIST THE UNFACTORED in )-
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D. CONTRACTOR SHALL CONTACT A LICENSED GEOTECHNICAL ENGINEER TO VERIFY THE F DIMENSION TIMBER LUMBER (5"+ WIDE X 5"+ DEEP) HAS BEEN DESIGNED ASSUMING THE DESIGN LOADS AS SHOWN ON SHEET 52.1. THE FACTOR OF SAFETY APPLIED TO THE / RE: PLAN / Z r
SOIL CONDITIONS DURING EXCAVATION. VERIFY ANY DISCREPANCIES FROM THE DESIGN LOADS TO OBTAIN THE ULTIMATE LOAD CAPACITY OF EACH PIER SHALL BE 2.0, n/ O
ORIGINAL DESIGN VALUES IN WRITING TO THE STRUCTURAL ENGINEER FOR FOLLOWING STRESS PROPERTIES: FLEXURAL STRESS, 1350 PSI; HORIZONTAL SHEAR, 110 UNLESS OTHERWISE RECOMMENDED BY THE PIER MANUFACTURER. RE: PLAN FORU l�
RE-EVALUATION OF THE FOUNDATION DESIGN. PSI; MODULUS OF ELASTICITY, 1600,000 P51; TENSION PARALLEL TO GRAIN, 450 PSI; ill
B. INSTALLATION SHALL BE COMPLETED BY A MANUFACTURER AUTHORIZED CONTRACTOR, C REINFORCING —I V V
E. IF SOFT SPOTS ARE ENCOUNTERED DURING EXCAVATION, THE CONTRACTOR SHALL COMPRESSION PARALLEL TO GRAINPROOF OF CURRENT AUTHORIZATION BEING SUBMITTED TO THE ARCHITECT/
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REMOVE THE MATERIAL AND RE-COMPACT W/ APPROVED MATERIAL (AS ALLOWED BY, 625 P51. STRUCTURAL ENGINEER PRIOR TO INSTALLATION.
G. WOOD PLATES INSTALLED ON CONCRETE WALLS/ BEAMS OR STEEL BEAMS SHALL BE 0 in d
AND PER THE GEO-TECH SOILS REPORT). G. THE GEOTECHNICAL ENGINEER SHALL BE PRESENT DURING INSTALLATION. /�
F. 1 F OVER-EXCAVATION 15 REQU I RED; THE CONTRACTOR SHALL PROVIDE F 1 ELD DENSITY RIPPED TO MATCH WALL/ BEAM WIDTH. /
D. THE MAXIMUM TOLERANCE FOR TOP OF PIER ALIGNMENT SHALL NOT EXCEED 3" +/-. DO STEEL HELICAL PIER
H. ANCHOR BOLTS 1 N WOOD 51 LL PLATES SHALL BE SPACED ATA MAXI MUM OF 36 ON O
TESTS ON THE COMPACTED FILL UNDER THE FOOTINGS AND THE INTERIOR SLABS ON CENTER, UNLESS NOTED OTHERWISE ON PLAN, WITH ONE ANCHOR AT 12" FROM EACH END NOT FORGE INTO ALIGNMENT, AFTER PLACEMENT. PER MANUF./ SUPPLIER $
GRADE (RE: GEO-TECH SOILS REPORT). E. SUBMIT SHOP DRAWINGS INDICATING SHAFT AND HELIX SIZES, MANUFACTURER'S SPEC'S W/ STL TOP
OR CORNER AND A MINIMUM OF TWO ANCHORS PER MEMBER. PLATE 4 (2)-#4'S Z
G. AVOID EXCESSIVE WETTING OR DRYING OF THE EXCAVATIONS, KEEPING THE I. BOLTS USED FOR WOOD FRAMING CONNECTIONS SHALL BE INSTALLED WITH STANDARD CATALOGED CUTS AND DATA SHEETS; TO THE STRUCTURAL ENGINEER, FOR REVIEW,
EXCAVATION REASONABLY FREE FROM WATER DURING THE PLACEMENT OF THE WASHERS AND NUTS. PRIOR TO INSTALLATION. WELDED TO STL TOP l ` (n
CONCRETE. PROVIDE CONTINUOUS PERIMETER DRAINS AROUND THE BASE OF F. ALL PIERS SHALL HAVE A MINIMUM CORROSION PROTECTION OF HOT DIPPED PLT - DEPTH PER V _
FOUNDATION AND RETAINING WALLS (RE: GEO-TECH SOILS REPORT FOR THE SPEC I F I G J. TYPI GAL M I NUMUM NAILING SHALL BE PROVIDED, WITH COMMON NAILS, ACCORD I NG TO GALVANIZATION. THE GEOTECHN I GAL ENG I NEER SHALL DETERMINE IF FURTHER MANUF./ SUPPLIER
UNDER-DRAIN SYSTEM REQUIREMENTS). Li
THE 2001 IBC FASTENING SCHEDULE (TABLE 2304.1.1). CORROSIVITY PROTECTION IS REQUIRED, AND THE PIER SUPPLIER SHALL DETERMINE O O
K .FOR ALL BUILT-UP WOOD MEMBERS [BEAMS AND/ OR COLUMNS] OF (4) OR MORE
H. FOOTINGS ARE TO BE PLACED ON UNDISTURBED NATURAL SOIL OR PROPERLY REQUIRED MEDIATION.
ND I VI DUAL MEMBERS SHALL BE GLUED $ NAI LED AND CONNECTED W/ I/2" G. I BGO APPROVAL SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER BY MEANS OF
COMPACTED STRUCTURAL FILL IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE THRU-BOLTS, WITH STANDARD WASHERS AND NUTS, SPACED AT 24" O.G. - STAGGERED, THE IBGO EVALUATION ® T P. IE OOTI I S
GEOTECHNICAL ENGINEER INCLUDING PROOF-ROLLING AND OVER-EXCAVATION, AS REPORT.IF APPLICABLE. -
REQU 1 RED. (NO CONCRETE SHALL BE POURED ON WATER, SNOW, OR FROZEN GROUND). H. A WRITTEN RECORD SHALL BE KEPT FOR EACH PIER I NCLUD I NO THE FOLLOWING: CO
I. FOOTINGS ARE TO BEAR A MINIMUM OF 4'-0" BELOW EXTERIOR GRADE. CENTER ALL OF L. FOR ALL SOLID OR BUILT-UP COLUMNS BEARING THROUGH FLOOR JOIST SPACES; DATE OF INSTALLATION
PROVIDE BLOCKING IN JOIST SPACE, WITH CROSS SECTIONAL AREA TO MATCH THE • LOCATION OF THE PIER5 . 1 /�( II 11_ 11
THE FOOTINGS UNDER WALLS, COLUMNS OR GRID LINES, UNLESS OTHERWISE NOTED/ COLUMN ABOVE.
DIMENSIONED ON PLANS. DESCRIPTION OF THE LEAD SECTION O
J. NO BACKFILL SHALL BE PLACED AGAINST THE FOUNDATION WALLS UNTIL THE LOWER M. 2X DIMENSION LUMBER FLOOR FRAMING, REQUIRES: 2X "CROSS BRIDGING" BLOCKING • NUMBER AND SIZE OF THE HELICES
AND MAIN LEVEL FLOOR ARE IN PLACE AND PROPERLY ANCHORED (OR ADEQUATE SPACED AT INTERVALS NOT GREATER THAN 8'-0"; AT ALL SUPPORTS AND CANTILEVER • NUMBER OF EXTENSIONS USED
SHORING IS PROVIDED) - CONCRETE SLABS SHALL BE PROPERLY CURED. ENDS. • DEPTH OF INSTALLATION FROM A KNOWN DATUM REFERENCE POINT 0
K. BACKFILL SHALL BE COMPACTED TO MEET A 15% MINIMUM SRLY CUR PROCTOR N. ANY HOLES REQUIRED IN THE WOOD FRAMING; SHALL BE DRILLED THRU THE CENTERLINE • TORQUE AT THE TERMINATION OF THE PIER
DENSITY PER ASTM D-1557, UNLESS OTHERWISE NOTED IN THE GEOTECHNICAL REPORT. OF THE STUDS AND/ OR JOISTS AND SHALL NOT EXCEED A I/2" DIAMETER.
BAGKF I LL SHALL BE PLACED I N 12" MAXIMUM VERTI GAL LIFTS (PLACED EQUALLY ON O. UNLESS NOTED OTHERWISE, STEEL CONNECTORS SUCH AS THOSE MANUFACTURED BY THE
SIMPSON COMPANY SHALL BE USED TO JOIN RAFTERS/ JOISTS OR BEAMS TO OTHER GENERAL SPECIFICATIONS:
EACH SIDE OF WALL, WHERE APPL I GABLE) OR AS DETA I LED I N THE GEO-TECH SOILS BEAMS AT FLUSH-FRAMED GOND 1 TI ONS. USE NAILS SPEC 1 F 1 ED BY THE MANUFACTURER A. ENGINEERS ACCEPTANCE MUST BE SECURED FOR ALL STRUCTURAL SUBSTI TUT ONS.
REPORT AND SHALL BE FREE OF ORGANIC/ VEGETATIVE MATERIAL AND COMPACTED IN AND PROVIDE THE MAXIMUM NAILS SUGGESTED. CONTACT THE STRUCTURAL ENGINEER B. COORDINATE REQUIREMENTS FOR MECHANICAL/ ELECTRICAL/ PLUMBING PENETRATIONS V)
A MANNER THAT DOES NOT DAMAGE THE CONCRETE FOUNDATION, WATERPROOFING OR FOR ADDITIONAL CONNECTIONS AND DETAILS, AS REQUIRED. THROUGH STRUCTURAL ELEMENTS WITH THE STRUCTURAL ENGINEER. PRIOR TO
DAMP-PROOFING MATERIAL. INSTALLATION OF SUCH EQU 1 PMENT OR OTHER ITEMS TO BE ATTACHED TO THE
L. FINAL BACKFILL GRADES SHALL PROMOTE POSITIVE DRAINAGE AWAY FROM THE STRUCTURE, THE CONTRACTOR SHALL ALSO OBTAIN APPROVAL FOR CONNECTIONS AND NOTE:
STRUCTURE PER SITE PLAN DESIGN AND SHALL CONFORM TO ALL THE REQUIREMENTS STRUCTURAL WOOD FRAMING ASSEMBLIES: SUPPORT. CONTRACTOR SHALL FURNISH REQUIRED HANGERS, CONNECTIONS, ETC. CODE COMPLIENT
LISTED IN THE GEOTECHNICAL REPORT. A. TYPICAL WOOD FRAMING ASSEMBLIES: REQUIRED FOR INSTALLATION OF SUCH ITEMS, UNLESS SPECIFICALLY NOTED ON PLANS. HANDRAIL FRAMING RE:
M. CONTRACTOR SHALL PROVIDE CRAWLSPACE VENTILATION PER THE IBC REQUIREMENTS, • EXTERIOR DECK CONSTRUCTION: C. SUBMIT SHOP AND ERECTION DRAWINGS FOR ALL STRUCTURAL STEEL AND ARCH / CONTRACTOR k 1
WHERE APPLICABLE. I. WOOD DECKING SHALL BE 2X DECKING. PLANKS SHALL BE SPLICED AT THE MISCELLANEOUS STEEL TO STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. rn
CENTER OF THE SUPPORT MEMBERS WITH ADJACENT PLANKS SPLICED AT THIS REVIEW IS FOR GENERAL COMPLIANCE WITH THE INTENT OF THE STRUCTURAL .
LTERNATE SUPPORT MEMBERS - EACH DECK PLANK SHALL BE CONNECTED TO DESIGN. THE MANUFACTURING OR FABRICATION OF ANY ITEMS PRIOR TO WRITTEN Z
REINFORCED CONCRETE: EACH SUPPORT WITH (2)-*8 DECK SCREWS. DECKING SHALL BE GLUED IN THE REVIEW OF THE SHOP DRAWINGS WILL BE AT THE RISK OF THE CONTRACTOR. THE
A. STRUCTURAL CONCRETE CONSTRUCTION WORK SHALL CONFORM TO THE REQUIREMENTS GROOVE JOINT WITH 40% GLUE COVERGE.- TYPICAL, U.N.O. ARCHITECT AND/OR CONTRACTOR ARE RESPONSIBLE FOR CHECKING QUANTITIES, (2)-2X RIM W/ SIMPSON 2X BLOCKING 0
OUTLINED 1 N THE ACI "SPEC I F 1 CAT ONS FOR STRUCTURAL CONCRETE" AND THE ACI 2. COORD I NATE FACE PATTERN, TEXTURE AND FACTORY FINISH WITH THE ARCH I TECT. D I MENS IONS AND COORDINATION WITH OTHER TRADES. L510; (2)-EVERY OTHER
318-05 MANUAL. D. TRUSS SUPPLIER SHALL PROVIDE ENGINEERED TRUSS DETAILS AT THE TIME OF PLAN JOIST SIMPSON H CLIP EACH
B. CAST-IN-PLACE CONCRETE SHALL BE MADE WITH TYPE I/II SULFATE-RESISTANT SUBMITTAL TO THE LOCAL REGIONAL BUILDING DEPARTMENT. DETAILS SHALL BEAR THE JOIST H 6
PORTLAND CEMENT, AGGREGATE AND WATER; TO SATISFY THE FOLLOWING STAMP OF A LICENSED COLORADO ENGINEER.
REQUIREMENTS: E. NON-STRUCTURAL ELEMENTS: ALL ELEMENTS NOT SPECIFICALLY STRUCTURAL, SUCH AS NON-BEARING PARTITIONS ATTACHED TO AND/OR SUPPORTED BY THE STRUCTURE SHALL 2X DECKING 0LI>j 0
ELEMENT: F'c MIX TYPE MAX W/C RATIO % AIR TAKE INTO ACCOUNT ANY DEFLECTIONS AND OTHER STRUCTURAL MOVEMENT. __ I I I k tII
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MICROPILES PER CNTRCTR PER CNTRCTR PER CNTRCTR F. FIRE PROTECTION: STRUCTURAL AND NON-STRUCTURAL ELEMENTS SHALL BE PROVIDED r
MICROPILE FOOTING CAPS 4000 PSI ---- ---- r (1 V
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DRLD/ HLGL PIERS PER CNTRCTR PER GNTRGTR PER GNTRGTR THE ADEQUATE FIRE PROTECTION, PER GODS, FOR THE TYPE OF CONSTRUCTION A v /
SPECIFIED BY THE ARCHITECTURAL DRAW I NGS. >
CONC. PIERS 3000 PSI ---- ---- G. ALL MASONRY AND STONE VENEER SHALL BE ATTACHED TO THE WALLS PER THE CODE N N IL j
FOOTINGS 5000 PSI ---- ---- REQUIREMENTS. i ` 0O
H. THE STRUCTURAL DRAWINGS ILLUSTRATE THE COMPLETED STRUCTURE WITH ALL
C. HOT AND COLD WEATHER CONCRETE PROCEDURES SHALL CONFORM TO THE ELEMENTS I N THEIR F I NAL POS I TI ONS, SUPPORTED AND BRACED. THE CONTRACTOR, I N TIMBER BEAM 0
RECOMMENDATIONS IN THE ACI "MANUAL OF CONCRETE PRACTICE" (IT IS HIGHLY THE PROPER SEQUENCE, SHALL PROVIDE SHORING AND BRACING, AND NECESSARY RE: PLAN 2X DECK FRAMING RE:
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RECOMMENDED THAT NO CONCRETE SHALL BE POURED WHEN THE TEMPERATURE IS PRECAUTIONS, AS MAY BE REQUIRED DURING CONSTRUCTION TO ACHIEVE THE FINAL PLAN d)
BELOW 40° F). COMPLETED STRUCTURE. CONTACT ENGINEER FOR CONSULTATION (NOT IN CONTRACT) ^
D. THE BUILDER AND FUTURE OWNER SHOULD BE MADE AWARE OF THE CHANCE OF AS REQU I RED. kr)
MOVEMENT AND CRACKING OF CONCRETE SLABS PLACED DIRECTLY ON COMPACTED I. THE STRUCTURAL ENGINEER MAY BE CONTACTED DURING THE CONSTRUCTION PHASE TO u�
FILL. MAKE THE JOB SITE OBSERVATIONS NECESSARY TO CONFIRM THAT THE CONSTRUCTION V Z I-
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E. CONTRACTOR SHALL SAW OR TROWEL CUT CONCRETE SLABS ON GRADE WITH CONTROL IS PROCEEDING ACCORDING TO THE PLANS AND SPECIFICATIONS. JOB-SITE ' I � N Q
JO I NTS AT A MAX I MUM SPACING OF 12'-0" 1 N EACH D I RECTION WITHIN 12 HOURS OF OBSERVATIONS ONS SHALL NOT BE CONSIDERED CONSTRUCTION APPROVALS (STRUCTURAL III Q
POURING. CARRY THE REINFORCING THROUGH JO NTS AND LOCATE THE ISOLATION ENGI NEER SHALL BE CONTACTED BY THE GENERAL CONTRACTOR AND NOT THE
JOINTS AROUND THE COLUMNS AND EXTERIOR WALLS. CONSULT ENGINEER PRIOR TO SUB-CONSULTANTS. GENERAL GONRACTOR IS ALSO RESPONSIBLE FOR THE EL
CONNECTING THE SLAB ON GRADE TO OTHER PORTIONS OF THE STRUCTURE, IF NOT SUB-CONSULTANTS WORK). r (1 4 0
SPECIFIED I N THE PLANS. J. ALL OMI SSI ONS OR DISCREPANCIES BETWEEN VARIOUS ELEMENTS OF THE WORKING tJ
F. PROVIDE VAPOR BARRIER BELOW ALL INTERIOR SLABS ON GRADE, PER THE DRAWINGS AND/OR SPECIFICATIONS, AS THEY MAY OCCUR, SHALL BE BROUGHT TO THE
ARCHITECT AND GEOTECHN I CAL ENG I NEER'S REQUIREMENTS. ATTENTION OF THE STRUCTURAL ENGI NEER PRIOR TO OR DURING THE CONSTRUCTION 25 TY F. E E E E7G E AT PROJECT: 1171
G. EXPANSION BOLTS SHALL BE PLACED A MINIMUM OF 6 BOLT DIAMETERS FROM THE WORK INVOLVED. RELEASE OF THESE DRAWINGS ANTICIPATES COOPERATION AND
CONCRETE EDGES AND SHALL MAINTAIN A 12 BOLT DIAMETER SPACING, UNLESS NOTED CONTINUED COMMUNICATION BETWEEN THE CONTRACTOR, ARCHITECT AND ENGINEER TO STAT DT: 6/2015
OTHERWISE. BOLTS FOR BEAM AND COLUMN BEARING PLATES SHALL BE SET WITH PROVIDE THE BEST POSSIBLE STRUCTURE. THESE DRAWINGS HAVE BEEN PREPARED 5.5 5E AM 5/411 I 1_011 ,�„,��`
TEMPLATES. FOR THE USE OF A LICENSED CONTRACTOR, EXPERIENCED WITH THE CONSTRUCTION _' pp0 UC ‘\� DAWN BY: PUP
H. ANY STOP IN CONCRETE WORK MUST BE MADE AT A THIRD POINT OF THE SPAN WITH TECHNIQUES AND SYSTEMS DEPICTED. �Q`••••••��� �►
VERTICAL BULKHEADS AND HORIZONTAL SHEAR KEYS, UNLESS NOTED OTHERWISE. �JGiO�•{� P,r Irr `
SLABS, FOOTINGS, BEAMS AND WALLS SHALL NOT HAVE JOINTS IN A HORIZONTAL
.orrig SHEET
PLANE. . 94 i /
I. EXPOSED CONCRETE EDGES SHALL HAVE A 3/4" CHAMFER - I.E. SITE/ RETAINING ��7
WALLS. :iii S 06/29/75 Q