Circle K - Yelm (Yelm & Killion), WA - Structural OTPJOHNSTON
B
A
URKHOLDER
SSOCIATES
c o n s u l t i n g s t r u c t u r a l e n g i n e e r s
930 C
816.421.4200 ·
· K C MO ENTRAL ANSAS ITY,64105
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referenced Professional and is not to be
used for any purpose other than the specific
project and site named herein, and cannot be
reproduced in any manner without the
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professional
CIRCLE K STORES, INC.
PROFESSIONAL SEAL
PROJECT NAME
PROFESSIONAL IN CHARGE
PROJECT MANAGER
QUALITY CONTROL
DRAWN BY
PROTOCYCLE # R3.4.1 05/16/23
JBA PROJECT #24226
S0.1
PROJECT NUMBER: 24212
GENERAL NOTES
CIRCLE K
STORES, INC.
NWC YELM AV & KILLION RD
YELM, WA 98597
YELM, WA
JBA
JNF
KSH
BCB
C. THE DUTIES OF THE SPECIAL INSPECTOR SHALL INCLUDE, BUT ARE NOT LIMITED TO,
VERIFICATION OF CONSTRUCTION QUALITY CONTROL, TESTING, COMPLIANCE WITH
THE CONSTRUCTION DOCUMENTS, BUILDING CODE REQUIREMENTS, AND LOCAL
BUILDING DEPARTMENT REQUIREMENTS.
D. IT IS THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE PROPER NOTIFICATION TO THE
SPECIAL INSPECTOR AND PROCEED WITH THE CONSTRUCTION ONLY AFTER THE
SPECIAL INSPECTOR'S APPROVAL.
E. DUTIES AND RESPONSIBILITIES OF THE SPECIAL INSPECTOR:
1. THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR
CONFORMANCE WITH THE APPROVED DESIGN DRAWINGS AND SPECIFICATIONS. THE
INSPECTOR MAY NOT ALTER, MODIFY, ENLARGE OR WAIVE ANY OF THE
REQUIREMENTS OF THE DOCUMENTS.
2. SPECIAL INSPECTORS SHALL KEEP RECORDS OF INSPECTIONS. THE SPECIAL
INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE CONSTRUCTION OFFICIAL,
AND TO THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE, THE
CONTRACTOR AND THE OWNER. REPORTS SHALL INDICATE THAT WORK INSPECTED
WAS DONE IN CONFORMANCE TO APPROVED CONSTRUCTION DOCUMENTS.
DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE
CONTRACTOR AND THE OWNER FOR CORRECTION, IF THE DISCREPANCIES ARE NOT
CORRECTED, THE DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE
BUILDING OFFICIAL AND TO THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE
CHARGE AND THE OWNER PRIOR TO THE COMPLETION OF THAT PHASE OF THE WORK.
3. A FINAL REPORT OF INSPECTIONS DOCUMENTING REQUIRED SPECIAL INSPECTIONS
AND CORRECTION OF ANY DISCREPANCIES NOTED IN THE INSPECTIONS SHALL BE
SUBMITTED PERIODICALLY AT A FREQUENCY AGREED UPON BY THE PERMIT
APPLICANT AND THE BUILDING OFFICIAL PRIOR TO THE START OF WORK. WHERE
SPECIAL INSPECTION REQUIREMENTS DUPLICATE THE REQUIREMENTS OF SPECIFIED
QUALITY ASSURANCE TESTING, DUPLICATE INSPECTIONS SHALL NOT BE REQUIRED.
11. STRUCTURAL ENGINEER OF RECORD (SER) NOTIFICATION OF CONSTRUCTION
PROGRESS AND SITE VISIT (WHEN APPLICABLE):
A. CONTRACTOR SHALL NOTIFY ARCHITECT FIVE (5) WORKING DAYS PRIOR TO THE
FOLLOWING CONSTRUCTION MILESTONES:
1. SPREAD FOOTING FOUNDATIONS: AFTER FOUNDATION REINFORCING IS PLACED
AND BEFORE PLACING CONCRETE AT THE FOUNDATIONS.
2. WOOD WALL CONSTRUCTION: AFTER WALL STUDS ARE ERECTED AND BEFORE
INTERIOR SHEATHING IS PLACED.
3. ROOF STRUCTURE: AFTER STRUCTURE IS ERECTED AND BEFORE INSULATION AND
ROOFING IS INSTALLED. CONTRACTOR SHALL ARRANGE A PRE-ROOFING MEETING
BEFORE ANY ROOFING WORK IS STARTED.
4. PUNCH LIST: AFTER ALL STRUCTURAL ITEMS ARE COMPLETE.
B. FAILURE TO NOTIFY ARCHITECT OF ANY CONSTRUCTION MILESTONE MAY RESULT IN
CONTRACTOR HAVING TO REMOVE WORK FOR THE PURPOSE OF REVIEW AT
CONTRACTOR'S EXPENSE.
C. PREMATURE NOTIFICATION FOR SITE VISIT WILL RESULT IN AN ADDITIONAL SITE VISIT
WITH ALL EXPENSES AND FEES PAID BY THE CONTRACTOR.
12. SIPS PANELS
A. THE STRUCTURAL INSULATED PANEL (SIPS) SUPPLIER SHALL BE CERTIFIED BY THE
STRUCTURAL INSULATED PANEL ASSOCIATION (SIPA) PRIOR TO THE START OF
PRODUCTION OF PANELS AND SHALL HAVE A MINIMUM OF TW O YEARS OF EXPERIENCE
PRODUCING PANELS.
B. SIPS PANELS SHALL COMPLY WITH THE PERFORMANCE AND DESIGN CRITERIA IN THE
CONTRACT DOCUMENTS. SIPS SUPPLIER SHALL ENGAGE A QUALIFIED PROFESSIONAL
ENGINEER LICENSED IN THE STATE IN WHICH THE PROJECT IS LOCATED TO DESIGN
ALL STRUCTURAL COMPONENTS AND CONNECTIONS. SIPS PANELS SHALL WITHSTAND
THE EFFECTS OF ALL DESIGN LOADS WITHOUT EXCEEDING THE ALLOWABLE WORKING
STRESSES. SIP PANEL DEFLECTIONS SHALL BE LIMITED TO A MAXIMUM DEFLECTION OF
L/240 OF THE SPAN.
C. THE SIPS SUPPLIER SHALL PRODUCE A COMPLETE SET OF SEALED SHOP DRAWINGS
AND CALCULATIONS FOR REVIEW BY THE EOR. THE SHOP DDRAWINGS SHALL INCLUDE
ALL INFORMATION REQUIRED TO PROPERLY INSTALL THE PANELS, AND ANY DETAILS
AND ALL DESIGN LOADINGS REQUIRED FOR INTERFACING WITH THE BUILDING
FOUNDATION AND SLAB SYSTEM.
D. THE PANELS SHALL BE BRACED DURING INSTALLATION. BRACING TO BE DESIGNED BY
THE SIPS SUPPLIER AND SHALL REVIEW THE INSTALLATION PROCEDURES WITH THE
GENERAL CONTRACTOR TO ENSURE PROPER INSTALLATION.
E. SIP PANEL MANUFACTURER SHALL BE APPROVED TO PERFORM WORK WITHOUT
SPECIAL INSPECTION. AT COMPLETION OF FABRICATION, THE APPROVED FABRICATOR
SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE OWNER OR THE OWNER'S
AUTHORIZED AGENT FOR SUBMITTAL TO THE BUILDING OFFICIAL AS SPECIFIED IN
SECTION 1704.5 STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE WITH
THE APPROVED CONSTRUCTION DOCUMENTS.
G. VAPOR BARRIER, IF NOT SPECIFIED BY ARCHITECTURAL SPECIFICATION OR SOILS
REPORT SHALL CONSIST OF A MINIMUM 15 MIL ASTM E1745 CLASS A MATERIAL LAPPED
A MINIMUM OF 6" AND TAPED PER MANUFACTURER RECOMMENDATIONS. THE BARRIER
SHALL BE PLACED ON TOP OF COMPACTED AGGREGATE BASE COURSE. THE FLOOR
SLAB SHALL BE PLACED ON TOP OF THE VAPOR BARRIER. ANY DAMAGE TO VAPOR
BARRIER SHALL BE REPAIRED PRIOR TO SLAB PLACEMENT. CARE SHALL BE TAKEN TO
KEEP MOISTURE AWAY FROM THE COMPACTED SUBBASE. SUBGRADE MUST BE
ALLOWED TO DRY AFTER RAINS PRIOR TO SLAB PLACEMENT. FLOOD CURING IS NOT
ALLOWED. SAND IS NOT AN ALTERNATIVE FOR THE SUB-BASE COURSE.
H. UNLESS NOTED, FLOOR CONTRACTION JOINTS FOR SLAB-ON-GRADE SHALL BE SPACED
EQUALLY. CONTRACTION JOINTS SPACING SHALL BE REDUCED AT HOT AND/OR DRY
CLIMATE. SAW CUT SLAB (1/8" WIDE X SLAB THICKNESS/4 U.N.O.) AS SOON AS THE
SURFACE IS FIRM ENOUGH SO THAT IT WILL NOT BE DAMAGED BY THE BLADE. JOINT
FILLER SHALL BE PLACED IN CLEAN JOINTS, OVERFILLED AND SHAVED FLUSH. THE
OPTIMUM TIME TO CUT THE SLAB WILL BE THE CONTRACTOR'S RESPONSIBILITY.
SLABS WITH CRACKS AND/OR SLAB WHICH EXHIBIT "SLAB CURLING" WILL NOT BE
ACCEPTED. SLAB REPLACEMENT SHALL BE AT OPTION OF THE OWNER AT
CONTRACTOR'S EXPENSE.
I. REF ARCHITECTURAL AND CIVIL DRAWINGS FOR SIDEWALKS, EXTERIOR SLABS,
INTERIOR SLABS, SLAB DEPRESSIONS, AND ELEVATIONS.
J. SLAB-ON-GRADE AT CORNERS OF OPENINGS, CUT OUTS AND PENETRATIONS SHALL BE
REINFORCED WITH 2-#4 (3'-0" LONG).
K. AT SLAB-ON-GRADE, SEAL COLUMN BOX-OUTS, CONSTRUCTION JOINTS AND
CONTRACTION JOINTS TO PREVENT WATER PENETRATION UNDER SLAB DURING &
AFTER CONSTRUCTION TO PREVENT SOILS FROM EXPANDING.
L. PIPES, DUCTS, CONDUITS, ETC. SHALL NOT BE PLACED IN SLABS UNLESS APPROVED
BY THE STRUCTURAL ENGINEER. (PLACE A MINIMUM 4" BELOW SLAB).
M. THE GENERAL CONTRACTOR, INCLUDING SUB CONTRACTORS AND SUPPLIERS SHALL
NOT DRIVE OR PARK HEAVY EQUIPMENT ON THE CONCRETE SLAB. ANY DAMAGE TO
SLAB DUE TO HEAVY EQUIPMENT SHALL BE REPLACED AT CONTRACTOR'S EXPENSE.
N. COMBUSTION HEATERS SHALL NOT BE USED DURING CONCRETE PLACEMENT UNLESS
PRECAUTIONS ARE TAKEN TO PREVENT EXPOSURE OF THE CONCRETE TO EXHAUST
GASES.
O. REF ARCH SPECIFICATIONS FOR ALL FLOOR SLAB FINISHES.
P. PROVIDE NEW TROWEL BLADES FOR CONCRETE FINISHING OF FLOOR SLABS.
7. POST-INSTALLED ANCHORING SYSTEM:
A. UNLESS NOTED, ALL ANCHORS IN CONCRETE SHALL BE CARBON STEEL HILTI KWIK
HUS-EZ SCREW ANCHORS PER ICC ESR-3056 OR APPROVED ICC EQUIVALENT.
B. WHERE NOTED ON THE DRAWINGS FOR CONCRETE ANCHORAGE, USE HILTI HIT HY-100
THREADED ROD ADHESIVE ANCHORING SYSTEM (ICC ESR-3574) OR APPROVED ICC
EQUIVALENT. UNLESS NOTED, ANCHOR EMBEDMENT SHALL BE AS FOLLOWS: 3/8" DIA.
- 3 3/8", 1/2" DIA. - 4 1/2", 5/8" DIA. - 5 5/8", 3/4" DIA. - 6 3/4".
C. UNLESS NOTED, ANCHOR SPACING (AS) AND ANCHOR EDGE DISTANCE (ED) SHALL BE
AS PUBLISHED BY THE MOST CURRENT APPROVED HILTI REPORT IN ORDER TO
DEVELOP MAXIMUM WORKING LOAD.
D. ALL ANCHORS SHALL BE INSTALLED AS PER MANUFACTURER'S INSTRUCTIONS AND
UNDER MANUFACTURER'S SUPERVISION IN ORDER TO DEVELOP THE PUBLISHED
WORKING LOADS.
E. MINIMUM CONCRETE COMPRESSIVE STRENGTH REQUIRED AT TIME OF INSTALLATION
OF ANY ANCHORS SHALL BE 2500 PSI.
8. WOOD FRAMING:
A. ALL NAILING NOT NOTED SHALL BE PER TYPICAL DETAIL AND COMMON NAIL DIAMETER
TABLE BELOW. ALL BOLTING SHALL BE PER STRUCTURAL STEEL SECTION ABOVE.
WOOD CONNECTORS SHALL BE AS MANUFACTURED BY SIMPSON STRONG-TIE
COMPANY, INC. OR OTHER MANUFACTURER WITH CURRENT AND EQUIVALENT ICC
APPROVAL. WHERE "TYPE" OF CONNECTOR IS INDICATED ON THE DRAWINGS, THE
CONNECTOR AND ATTACHMENT SHALL BE PER THE MAXIMUM MODEL NUMBER BASED
ON THE SIZE OF THE MEMBERS CONNECTED.
B. WOOD FRAMING MEMBERS SHALL NOT BE NOTCHED OR DRILLED WITHOUT PRIOR
APPROVAL OF THE STRUCTURAL ENGINEER THROUGH THE ARCHITECT.
NAIL TYPE REQ'D DIA REQ'D GA LENGTH NAIL TYPE REQ'D DIA REQ'D GA LENGTH
6d 0.113" 11 1/2 2" 12d 0.148" 9 3 1/4"
8d 0.131" 10 1/4 2 1/2" 16d 0.162" 8 3 1/2"
10d 0.148" 9 3" 20d 0.192" 6 4"
C. WOOD STUDS AND TRUSSES SHALL HAVE A MAXIMUM MOISTURE CONTENT OF 19%
WHEN DELIVERED TO THE JOB SITE.
D. PRESERVATIVE-TREATED WOOD:
1. ALL SILL PLATES IN CONTACT WITH CONCRETE SHALL BE PRESERVATIVE-TREATED
WOOD. WOOD FRAMING MEMBERS ATTACHED DIRECTLY TO THE INTERIOR OF
EXTERIOR MASONRY OR CONCRETE WALLS BELOW GRADE SHALL BE
PRESERVATIVE-TREATED WOOD.
2. ALL WOOD FRAMING MEMBERS, INCLUDING WOOD SHEATHING THAT ARE IN
CONTACT WITH EXTERIOR WALLS AND ARE LESS THAN 8 INCHES FROM FINISHED
GRADE SHALL BE PRESERVATIVE-TREATED WOOD.
3. ALL FASTENERS INCLUDING NUTS AND WASHERS IN CONTACT WITH
PRESERVATIVE-TREATED WOOD SHALL BE HOT-DIPPED ZINC-COATED GALVANIZED
STEEL OR STAINLESS STEEL. THE COATING WEIGHTS FOR ZINC-COATED FASTENERS
SHALL BE PER ASTM A153. FASTENERS OTHER THAN NAILS, WOOD SCREWS AND LAG
SCREWS ARE PERMITTED TO BE OF MECHANICALLY DEPOSITED ZINC-COATED STEEL
WITH COATING WEIGHTS PER ASTM B695, CLASS 55 MINIMUM.
4. ALL FASTENERS INCLUDING NUTS AND WASHERS IN CONTACT WITH
PRESERVATIVE-TREATED WOOD SHALL BE HOT-DIPPED ZINC-COATED GALVANIZED
STEEL OR STAINLESS STEEL. THE COATING WEIGHTS FOR ZINC-COATED FASTENERS
SHALL BE PER ASTM A153. FASTENERS OTHER THAN NAILS, WOOD SCREWS AND LAG
SCREWS ARE PERMITTED TO BE OF MECHANICALLY DEPOSITED ZINC-COATED STEEL
WITH COATING WEIGHTS PER ASTM B695, CLASS 55 MINIMUM.
E. FRAMING LUMBER SHALL COMPLY WITH THE REFERENCED EDITION OF THE GRADING
RULES OF THE WWPA OR THE WCLIB. ALL SAWN LUMBER SHALL BE STAMPED WITH THE
GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY AND SHALL HAVE MINIMUM
PROPERTIES WHICH MEET OR EXCEED THE FOLLOWING WOOD TYPES:
1. EXTERIOR WALL STUDS: DOUGLAS FIR-LARCH (DF-L) No. 2 OR BETTER, OR
SOUTHERN PINE No. 2 OR BETTER.
2. HEADERS: DOUGLAS FIR-LARCH (DF-L) No. 2 OR BETTER, OR SOUTHERN PINE No. 2
OR BETTER.
3. BEARING PLATES AND TOP PLATES: DOUGLAS FIR-LARCH (DF-L) No. 2 OR BETTER,
OR SOUTHERN PINE No. 2 OR BETTER.
9. PREFABRICATED WOOD TRUSS FRAMING MEMBERS:
A. FRAMING MEMBERS SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD
AND SUPERIMPOSED DEAD LOADS STATED IN THE GENERAL STRUCTURAL NOTES OR
AS LOCATED ON PLANS. BRIDGING SIZE AND SPACING BY FABRICATOR UNLESS NOTED
OTHERWISE. ALL CONNECTORS SHALL HAVE CURRENT ICC APPROVAL. FRAMING
MEMBERS SHALL BE AGENCY STAMPED AND CONFORM TO THE REFERENCED BUILDING
CODE AND ANSI/TPI 1 "NATIONAL DESIGN STANDARD FOR METAL CONNECTED WOOD
TRUSS CONSTRUCTION." CONTRACTOR SHALL SUBMIT SHOP DRAWINGS, ERECTION
DRAWINGS AND DESIGN CALCULATIONS SEALED BY A REGISTERED ENGINEER IN THE
PROJECT LOCATION STATE FOR REVIEW AND APPROVAL PRIOR TO FABRICATION. SAID
SUBMITTAL, IN ADDITION TO LOADS SPECIFIED IN THE G.S.N. AND PLANS, SHALL
INCLUDE, BUT NOT BE LIMITED TO, THE FOLLOWING:
1. DEFLECTION/CAMBER: ROOFS WITHOUT PLASTER OR GYPBOARD CEILINGS TOTAL
LOAD MAXIMUM = L/180, LIVE LOAD MAXIMUM = L/240. ROOFS WITH PLASTER OR
GYPBOARD CEILINGS TOTAL LOAD MAXIMUM = L/240, LIVE LOAD MAXIMUM = L/360.
FABRICATOR SHALL DESIGN ROOF MEMBERS FOR PONDING WHERE ROOF SLOPES ARE
LESS THAN 1/4" PER FOOT. FRAMING MEMBERS SHALL BE CAMBERED FOR 1.0 TIMES
THE DEAD LOAD DEFLECTION. MAXIMUM TOTAL LOAD DEFLECTION OF MEMBERS
SHALL BE 1"; FABRICATOR SHALL DESIGN ADJACENT MEMBERS FOR MAXIMUM OF 1/4"
DIFFERENTIAL DEFLECTION.
2. TOP CHORD MEMBER WOOD SPECIES SHALL HAVE A SPECIFIC GRAVITY OF 0.42 OR
GREATER.
B. VERIFY SIZE, WEIGHT AND LOCATION OF SUPPORTED EQUIPMENT WITH
ARCHITECTURAL, MECHANICAL, PLUMBING, ELECTRICAL, SPRINKLER AND THEIR
RELATED DRAWINGS. ADDITIONAL FRAMING MEMBERS SHALL BE SUPPLIED AS
REQUIRED TO SUPPORT EQUIPMENT.
C. FABRICATOR SHALL HAVE ICC APPROVAL OR BE APPROVED ACCORDING TO THE
BUILDING JURISDICTION.
10. SPECIAL INSPECTIONS:
A. SPECIAL INSPECTOR (SI) SHALL BE RETAINED AND PAID BY THE OWNER AND PROVIDE
INSPECTIONS DURING CONSTRUCTION ON THE TYPES OF WORK LISTED UNDER
SECTION 1704 OF THE IBC AS PER TABLE ON S0.3.
B. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE
COMPETENCE, TO THE SATISFACTION OF THE BUILDING OFFICIAL, FOR INSPECTION OF
THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL
INSPECTION.
D. CONTRACTOR TO PREPARE SUBGRADE FOR BUILDING PAD AND PAVING AREAS PER
GEOTECHNICAL ENGINEER'S RECOMMENDATIONS. THE SITE SHALL BE PREPARED
UNIFORMLY IN ACCORDANCE WITH CIVIL DRAWINGS.
E. WHERE FILL IS REQUIRED IT SHALL BE PLACED IN ACCORDANCE WITH
RECOMMENDATIONS AND UNDER THE OBSERVATION OF A QUALIFIED GEOTECHNICAL
ENGINEER.
F. ALL EXCAVATIONS AND BUILDING PADS SHALL BE OBSERVED BY A QUALIFIED
GEOTECHNICAL ENGINEER TO VERIFY THE DESIGN CRITERIA AND REPORT ADVERSE
CONDITIONS. (GEOTECHNICAL ENGINEER TO BE HIRED AND PAID BY THE OWNER)
CERTIFICATION OF EXCAVATION SHALL BE PROVIDED TO BUILDING OFFICIAL. IN CASE
OF CONFLICT BETWEEN THE GEOTECHNICAL REPORT, SPECIFICATIONS AND
DRAWINGS, THE MORE STRINGENT REQUIREMENT SHALL APPLY.
G. FOOTING ELEVATIONS GIVEN ARE FOR PURPOSE OF CONTRACT AND SHALL BE
ADJUSTED (LOWERED) AT TIME OF EXCAVATION TO MEET SOIL CONDITIONS.
ENGINEER SHOULD BE CONSULTED.
H. GRANULAR BASE BELOW SLAB-ON-GRADE AND SPREAD FOOTINGS SHALL BE PLACED
AND COMPACTED IN ACCORDANCE WITH THE RECOMMENDATIONS AND UNDER THE
OBSERVATION OF A QUALIFIED GEOTECHNICAL ENGINEER.
I. BACKFILL AGAINST WALLS SHALL BE DEPOSITED EVENLY AGAINST BOTH SIDES OF THE
WALLS UNTIL THE LOWER GRADE IS REACHED.
J. THE CONTRACTOR SHALL BRING TO THE ATTENTION OF THE ARCHITECT THE
LOCATION OF EXISTING UTILITIES AND PROCEED WITH THE WORK ONLY AFTER
WRITTEN APPROVAL FROM THE ARCHITECT.
K. EXCAVATIONS FOR CONTINUOUS FOOTINGS SHALL BE MADE TRUE TO LINE AND
GRADE. THE SIDES OF THE FOOTINGS SHALL BE FORMED, EXCEPT WHERE SOIL
CONDITIONS ARE SUCH THAT THE SIDES OF THE EXCAVATION STAND FIRM AND
SQUARE. EXCAVATIONS SHALL BE MADE TO FIRM, CLEAN BEARING SOIL.
L. EXCAVATIONS FOR FOOTINGS AND FOUNDATIONS, WHICH ARE TO SERVE AS FORMS,
SHALL BE THOROUGHLY WET PRIOR TO PLACING CONCRETE.
4. CONCRETE:
A. CONCRETE SHALL CONFORM WITH ACI BUILDING CODE (ACI-318) AND SHALL HAVE A
28-DAY COMPRESSIVE STRENGTH, AND DENSITY, AND WATER/CEMENT IN
ACCORDANCE WITH THE FOLLOWING:
LOCATION STRENGTH, PSI DENSITY, PCF MAX W/C RATIO
INTERIOR SLABS 3000 145 0.55
FOUNDATIONS 3000 145 0.55
ALL OTHER CONCRETE (UNO) 3000 145 0.55
NOTE: DESIGN STRENGTH BASED ON 2,500 PSI CONCRETE
B. UNLESS NOTED, CEMENT SHALL CONFORM TO ASTM C150, TYPE I OR II. AGGREGATES
SHALL BE NORMAL WEIGHT CONFORMING TO ASTM C33. ADMIXTURES CONTAINING
CHLORIDES SHALL NOT BE USED.
C. CONCRETE EXPOSED TO WEATHER (I.E., EXPOSED EXTERIOR SLABS, CONCRETE
WALLS, RETAINING WALLS, ETC.) SHALL BE AIR-ENTRAINED IN ACCORDANCE WITH ACI
318.
D. UNLESS NOTED, MAXIMUM SLUMP FOR CONCRETE SHALL BE 4 INCHES (PLUS OR
MINUS ONE INCH) AT POINT OF PLACEMENT. WHERE APPROVED BY THE ENGINEER OF
RECORD, LARGER SLUMP IS PERMITTED WITH THE ADDITION OF HIGH RANGE WATER
REDUCING ADMIXTURE.
E. CONCRETE CURING SHALL COMPLY WITH ACI 308. CURING PROCESS SHALL START
IMMEDIATELY FOLLOWING INITIAL SET. CONCRETE SHALL BE MAINTAINED IN MOIST
CONDITION FOR AT LEAST 7 DAYS AFTER PLACEMENT UNLESS PROVISIONS OF ACI-318
ARE FOLLOWED.
F. HOT WEATHER CONCRETING: SPECIAL PRECAUTIONS RECOMMENDED BY ACI 305
SHALL BE TAKEN WHEN THE AMBIENT TEMPERATURE IS ABOVE 80 DEGREES
FAHRENHEIT OR WHEN MAXIMUM RATE OF EVAPORATION IN THE CONCRETE EXCEEDS
0.2 LB/SF/HR. THIS RATE IS AFFECTED BY AIR TEMPERATURE, RELATIVE HUMIDITY,
CONCRETE TEMPERATURE AND WIND VELOCITY. AFTER FINISHING CONCRETE, USE
LIGHT FOG SPRAY UNTIL CURING COMPOUND IS USED, OR WET CURING METHOD IS
IMPLEMENTED.
G. COLD WEATHER CONCRETING: WHEN, FOR MORE THAN THREE (3) CONSECUTIVE
DAYS, THE MEAN DAILY TEMPERATURE DROPS BELOW 40 DEGREES FAHRENHEIT,
SPECIAL MATERIALS AND PROCEDURES SHALL BE PROVIDED DURING PLACING AND
CURING OF CONCRETE PER ACI 306.
5. REINFORCING STEEL:
A. REINFORCING STEEL SHALL CONFORM TO ASTM A-615, GRADE 60 (U.N.) AND GRADE 40
FOR #3 AND SMALLER BARS. GRADE 60 REINFORCING MAY NOT BE RE-BENT OR FIELD
BENT WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER.
B. WELDED WIRE REINFORCING SHALL CONFORM TO ASTM A-1064, MINIMUM LAP SHALL
BE 8" U.N.O.
C. REINFORCING THAT IS WELDED SHALL BE WELDABLE TYPE, ASTM A-706.
D. NO TACK WELDING OF REINFORCING IN THE FIELD WILL BE PERMITTED.
E. ALL DETAILING, FABRICATION AND PLACING OR REINFORCING BARS, UNLESS
OTHERWISE NOTED, SHALL CONFORM TO ACI 318, "BUILDING CODE REQUIREMENTS
FOR STRUCTURAL CONCRETE" AND THE LATEST ACI "MANUAL OF STANDARD PRACTICE
FOR DETAIL REINFORCED CONCRETE STRUCTURES".
F. MINIMUM LAP SPLICE AND TENSION DEVELOPMENT DIMENSION TABLE BASED ON 3000
PSI NORMAL WEIGHT CONCRETE, Fy = 60 KSI, NON-COATED BARS, LAP CLASS B, WITH 3"
MIN CLR:
BAR TOP BAR SPLICE DEVELOPMENT BAR OTHER BAR SPLICE DEVELOPMENT
#3 21" 16" #3 16" 12"
#4 23" 18" #4 18" 14"
#5 28" 22" #5 22" 17"
#6 34" 26" #6 26" 20"
WHEN LAPPING TWO DIFFERENT SIZE BARS, USE THE LAP DIMENSION OF THE SMALLER
BAR OR THE ANCHORAGE DIMENSION OF THE LARGER BAR. USE WHICHEVER
DIMENSION IS LARGER.
G. MINIMUM CONCRETE COVER FOR REINFORCING
CONCRETE REINFORCING SHALL BE PLACED PER THE TOLERANCES OF ACI 117 AND
ACI 318
LOCATION MINIMUM COVER
FOOTINGS, GRADE BEAMS AND SLABS
CAST AGAINST & PERMANENTLY EXPOSED TO EARTH 3"
SLABS ON GRADE MID-DEPTH
INTERIOR SLABS AND STAIRS 1"
EXTERIOR SLABS AND STAIRS #5 AND SMALLER 1 1/2"
EXTERIOR SLABS AND STAIRS #6 AND LARGER 2"
WALLS INTERIOR FACE 1"
WALLS INTERIOR FACE #5 AND SMALLER 1 1/2"
WALLS INTERIOR FACE #6 AND LARGER 2"
*VERIFY W/ ENVIRONMENTAL CONDITIONS PER ACI 318, CHAPTER 19.
6. SLABS:
A. MAXIMUM SLUMP WITHOUT A PLASTICIZER AT POINT OF PLACEMENT SHALL BE 5
INCHES. MIX DESIGNS SHALL TAKE CARE TO PROVIDE THE LARGEST POSSIBLE SIZE OF
COARSE AGGREGATE WHILE MAINTAINING CONCRETE WORKABILITY. NOMINAL
MAXIMUM AGGREGATE SIZE SHALL NOT BE LESS THAN 3/4 INCH NOR MORE THAN 1/3
THE DEPTH OF THE SLAB.
B. FOR INTERIOR SLABS ON GRADE, PROVIDE CONCRETE WITH AN ULTIMATE SHRINKAGE
LES THAN 0.05% AT 28 DAYS. LABORATORY TEST RESULTS SHALL BE SUBMITTED
INDICATING THAT THE CONCRETE SLAB ON GRADE MIX DESIGN (OR COMPARABLE)
MEETS THE ULTIMATE SHRINKAGE REQUIREMENTS. SHRINKAGE VALUES FOR
CONCRETE SPECIMENS SHALL BE TESTED PER ASTM C157 AND THE PROCEDURES IN
ACI 209R TO PREDICT THE ULTIMATE DRYING SHRINKAGE.
C. CONCRETE SHALL BE MIXED, PLACED, FINISHED AND CURED PER REFERENCED
EDITION OF ACI 302.1 FOR THE APPROPRIATE FLOOR CLASS TYPE. CURING COMPOUND
SHALL BE COMPATIBLE WITH ARCHITECTURAL FLOOR FINISH. SLABS SHALL BE
PLACED ON A FLAT, SMOOTH, FIRM, COMPACTED SUBGRADE.
D. FOR SUBGRADE AND SUBBASE PREPARATION, SEE GEOTECHNICAL REPORT AND
SPECIFICATIONS.
E. IMMEDIATELY PRIOR TO POURING EACH SLAB, A QUALIFIED GEOTECHNICAL ENGINEER
(TO BE PAID BY OWNER) SHALL INSPECT THE PAD AND PROVIDE A CERTIFICATE
STATING THAT THE PAD MEETS THE PROJECT DESIGN REQUIREMENTS. IF WEATHER
CONDITIONS CHANGE, RE-CERTIFICATION WILL BE REQUIRED.
F. SLAB-ON-GRADE REINFORCING SHALL BE SUPPORTED ON CHAIRS AT MID-DEPTH OF
SLAB WITH SAND PLATES OR PRECAST CONCRETE SUPPORTS (PRECAST CONCRETE
SUPPORTS SHOULD BE AT LEAST 4" SQUARE AT THE BASE W /MINIMUM COMPRESSIVE
STRENGTH OF 4000 PSI) OF SUFFICIENT HEIGHT TO INSURE THAT REINFORCING IS AT
THE PROPER HEIGHT WITH MAXIMUM SPACING OF 3'-0" EACH WAY FOR WELDED WIRE
FABRIC. PLACEMENT OF REINFORCING USING THE PULL- UP METHOD IS NOT
PERMITTED.
1. GENERAL:
A. APPLICABLE STRUCTURAL CODE: WASHINGTON STATE BUILDING CODE - 2021 EDITION
(BASED ON THE 2021 IBC), IN CONJUNCTION WITH ASCE 7-16 AND LOCAL AMENDMENTS.
B. THE STRUCTURAL CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED
STRUCTURE. EXCEPT WHERE NOTED, THEY DO NOT INDICATE THE METHOD OF
CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO
PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL
INCLUDE BUT NOT BE LIMITED TO, BRACING, SHORING FOR LOADS DUE TO
CONSTRUCTION EQUIPMENT, ETC. THE STRUCTURAL ENGINEER OF RECORD SHALL
NOT BE RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS, TECHNIQUES,
SEQUENCES FOR PROCEDURE OF CONSTRUCTION, OR THE SAFETY PRECAUTIONS
AND THE PROGRAMS INCIDENT THERETO (NOR SHALL OBSERVATION VISITS TO THE
SITE INCLUDE INSPECTION OF THESE ITEMS).
C. WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS FOR MATERIALS, SUCH
STANDARDS SHALL BE THE REFERENCED EDITION AND/OR ADDENDA. ANY
ENGINEERING DESIGN, PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW, SHALL
BEAR THE SEAL OF A REGISTERED ENGINEER RECOGNIZED BY THE BUILDING CODE
JURISDICTION OF THIS PROJECT.
D. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL
STRUCTURAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN,
CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE PROJECT, AND/OR AS
PROVIDED FOR IN THE CONTRACT DOCUMENTS. WHERE DISCREPENCIES OCCUR
BETWEEN PLANS, DETAILS, GENERAL STRUCTURAL NOTES AND SPECIFICATIONS, THE
GREATER REQUIREMENTS SHALL GOVERN.
E. THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH CIVIL,
ARCHITECTURAL, MECHANICAL, PLUMBING, FIRE SPRINKLER, AND ELECTRICAL
DRAWINGS. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF ALL
REQUIREMENTS INTO THE SHOP DRAWINGS AND CONSTRUCTION.
F. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO FOLLOW ALL APPLICABLE SAFETY
CODES AND REGULATIONS DURING ALL PHASES OF CONSTRUCTION.
G. CONNECTIONS OF ALL ITEMS SUPPORTED BY THE STRUCTURE ARE THE
RESPONSIBILITY OF THE DISCIPLINES WHO ARE MAKING THESE ATTACHMENTS. THESE
ATTACHMENTS SHALL BE DESIGNED TO RESIST ALL GRAVITY, WIND, WIND UPLIFT,
THERMAL LOADS, ETC.
H. WHERE A DETAIL, TYPICAL DETAIL, SECTION, TYPICAL SECTION OR A NOTE IS SHOWN
FOR ONE CONDITION, IT SHALL APPLY FOR ALL LIKE OR SIMILAR CONDITIONS UNLESS
OTHERWISE NOTED.
I. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE
ARCHITECTURAL DRAWINGS & FIELD CONDITIONS. BUILDING DIMENSIONS AND
ELEVATIONS, WHERE SHOWN, WERE PROVIDED BY THE ARCHITECT AND IT IS THE
CONTRACTOR'S RESPONSIBILITY TO VERIFY AND COORDINATE ALL DIMENSIONS PRIOR
TO PROCEEDING WITH THE WORK. ANY DISCREPANCIES SHALL BE RESOLVED
THROUGH THE ARCHITECT. ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR
ARCHITECTURAL, CIVIL, MECHANICAL, PLUMBING AND ELECTRICAL ITEMS WITH THE
APPROPRIATE TRADE DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION.
J. ENGINEER'S REVIEW OF SHOP DRAWINGS, PRODUCT DATA, ETC. DOES NOT RELIEVE
THE CONTRACTOR FROM MEETING THE CONTRACT DOCUMENTS. THE CONTRACTOR
SHALL INFORM THE ENGINEER IN WRITING OF ANY SPECIFIC DEVIATIONS AND OBTAIN
ENGINEER'S WRITTEN APPROVAL FOR THE SPECIFIC DEVIATION.
K. UNLESS NOTED, SUBMIT SHOP DRAWINGS OF ALL FABRICATED MATERIALS FOR
REVIEW. DESIGN DRAWINGS SHALL NOT BE REPRODUCED FOR USE AS SHOP
DRAWINGS. SHOP DRAWINGS WILL NOT BE REVIEWED UNLESS THEY WERE CHECKED,
BEAR THE INITIAL OF THE CHECKER AND ARE STAMPED "APPROVED" BY THE GENERAL
CONTRACTOR.
L. ALL REQUIRED TESTING REPORTS SHALL BE AVAILABLE AT THE JOB SITE.
M. NO SUPPORT PROVISIONS HAVE BEEN MADE FOR EQUIPMENT OVER 300 POUNDS OR
PIPES OVER 4" DIAMETER EXCEPT AS SHOWN. UNLESS NOTED, EQUIPMENT SHALL BE
SUPPORTED BY TWO (2) BEAMS OR TRUSSES WHERE EACH SUPPORTS HALF OF THE
EQUIPMENT WEIGHT. ANY ADDITIONAL REQUIREMENTS SHOULD BE APPROVED BY THE
ENGINEER. EQUIPMENT AND PIPES SHALL BE BRACED LATERALLY BY THE INSTALLER
TO RESIST SEISMIC FORCES.
N. EQUIPMENT WEIGHTS SHOWN ON THE STRUCTURAL DRAWINGS ARE MAXIMUM
OPERATING WEIGHTS INCLUDING CURBS AND MISCELLANEOUS ITEMS. THE
CONTRACTOR SHALL VERIFY AND BRING TO THE ATTENTION OF THE ENGINEER ANY
DEVIATIONS.
O. WHERE ROOF DRAINS ARE USED FOR ROOF DRAINAGE, AN EMERGENCY DRAINAGE
SYSTEM SHALL BE PROVIDED TO MINIMIZE WATER ACCUMULATION (REF
ARCHITECTURAL DRAWINGS).
P. JOHNSTON BURKHOLDER ASSOCIATES, ITS EMPLOYEES, AND REPRESENTATIVES
SHALL NOT BE RESPONSIBLE FOR, AND WILL NOT HAVE CONTROL OF, CONSTRUCTION
MEANS AND METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES, OR FOR SAFETY
PRECAUTIONS AND PROGRAMS IN CONNECTION WITH CONSTRUCTION; NOR WILL THEY
BE RESPONSIBLE FOR ANY FAILURE BY THE CONTRACTOR TO PERFORM OR COMPLETE
CONSTRUCTION IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. JOBSITE VISITS
BY JOHNSTON BURKHOLDER ASSOCIATES SHALL NOT CONSTITUTE APPROVAL,
AWARENESS, OR LIABILITY FOR ANY HAZARDOUS CONDITIONS.
2. DESIGN CRITERIA:
A. DEAD LOADS
- REF FRAMING PLAN
B. LIVE LOADS
- ROOF = 20 PSF
C. RISK CATEGORY = II
D. SNOW LOADS
1. GROUND SNOW LOAD = 18 PSF
2. FLAT-ROOF SNOW LOAD = 17.6 PSF
3. SNOW EXPOSURE FACTOR, Ce = 1.0
4. THERMAL FACTOR, Ct = 1.0 (MAIN BUILDING)
5. SNOW LOAD IMPORTANCE FACTOR, I = 1.0
6. ALL APPLICABLE EFFECTS DUE TO SNOW DRIFTING
E. WIND LOADS
1. CODE MINIMUM ULTIMATE WIND SPEED = 97 MPH
2. DESIGN ULTIMATE WIND SPEED = 115 MPH
3. WIND LOAD IMPORTANCE FACTOR = 1.0
4. WIND EXPOSURE CATEGORY = C FOR MAIN WIND FORCE-RESISTING SYSTEM
5. WIND EXPOSURE CATEGORY = C FOR COMPONENTS AND CLADDING
F. SEISMIC LOADS
1. SEISMIC IMPORTANCE FACTOR, I = 1.0
2. MAPPED SPECTRAL RESPONSE ACCELERATIONS
- Ss = 1.294
- S1 = 0.467
3. SITE CLASS = D
4. DESIGN SPECTRAL RESPONSE PARAMETERS
- Sds = 0.863
- Sd1 = 0.571
5. SEISMIC DESIGN CATEGORY = D
6. BASIC SEISMIC-FORCE-RESISTING SYSTEM = LIGHT FRAME WOOD WALLS WITH
STRUCTURAL WOOD SHEAR PANELS
7. DESIGN BASE SHEAR, V = Cs*W
8. SEISMIC RESPONSE COEFFICIENT, Cs = 0.133
9. RESPONSE MODIFICATION FACTOR, R = 6.5
10. ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE ANALYSIS
G. DESIGN LOAD COMBINATIONS (ASD)
1. D
2. D + (Lr OR S OR R)
3. D + (0.6W OR 0.7E)
4. D + 0.75(Lr OR S OR R) + 0.75(0.6W OR 0.7E)
5. 0.6D + 0.6W
6. 0.6D + 0.7E
STRESS INCREASES: INCREASES IN ALLOWABLE STRESSES SPECIFIED IN THE
APPROPRIATE MATERIAL CHAPTER OR THE REFERENCED STANDARDS SHALL NOT BE
USED WITH THE LOAD COMBINATIONS, EXCEPT THAT A DURATION OF LOAD INCREASE
SHALL BE PERMITTED IN ACCORDANCE WITH CHAPTER 23.
3. SHALLOW FOUNDATIONS AND BUILDING PAD:
A. THE FOUNDATION HAS BEEN DESIGNED IN ACCORDANCE WITH THE
RECOMMENDATIONS MADE IN THE GEOTECHNICAL ENGINEERING INVESTIGATION
PREPARED BY MOORE TWINING ASSOCIATES, INC, DATED MARCH 20, 2024.
B. CONTINUOUS FOOTINGS AND SPREAD FOOTINGS SHALL BEAR ON SOIL CAPABLE OF
SUSTAINING A NET ALLOWABLE BEARING PRESSURE OF 2,500 PSF AT A DEPTH OF 18
INCHES.
C. MAXIMUM TOTAL FOUNDATION AND SLAB SETTLEMENT 1" AND DIFFERENTIAL
SETTLEMENT 1/2" OVER A DISTANCE OF 50 FEET. MINIMUM SUBGRADE MODULUS 100
PCI. PARAMETERS SHALL BE VERIFIED BY A QUALIFIED GEOTECHNICAL ENGINEER. IT
IS THE RESPONSIBILITY OF THE CONTRACTOR TO REPORT ADVERSE CONDITIONS.
GENERAL NOTES
OTP 11/12/24
11/12/24
ROOF TOP UNIT (RTU)
INDICATES CONCENTRATED
LOAD; REF NOTES
FOOTING MARK; REF SCHEDWFX
OFOP OUTSIDE FACE OF PANEL AND
CONCRETE STEM WALL
APPROXIMATE LOCATION
OF SHEAR WALL HOLD
DOWN. REF SIPS PANEL
DRAWINGS FOR HOLD
DOWN DETAILS AND
EXACT LOCATIONS
4
6
55
4.6 FT 4.6 FT
WALL
PARAPET
COMPONENT AND CLADDING WIND PRESSURE DIAGRAM -WALLS
NOTES:
1. THE VALUES PROVIDED HEREIN ARE ALLOWABLE STRESS DESIGN LOADS (ALREADY
INCLUDE 0.6 FACTOR) AND ARE INTENDED FOR SERVICEABILITY LIMITS. THESE VALUES DO
NOT REFLECT THE ULTIMATE LOADING THAT MAY BE EXPERIENCED BY THE BUILDING.
2. THE ROOFING SYSTEM SHALL BE BASED ON AN EFFECTIVE WIND AREA OF 10 SF.
C&C
ZONE
EFFECTIVE
WIND AREA
(SF)
POSITIVE
PRESSURE
(PSF)
10
1 20
50
100
+10.0
+10.0
+10.0
+10.0
NEGATIVE
PRESSURE
(PSF)
-28.0
-26.2
-23.7
-21.9
C&C
ZONE
EFFECTIVE
WIND AREA
(SF)
POSITIVE
PRESSURE
(PSF)
10
4 20
50
100
+16.1
+15.4
+14.4
+13.7
NEGATIVE
PRESSURE
(PSF)
-17.4
-16.7
-15.8
-15.1
10
2 20
50
100
+16.1
+15.4
+14.4
+13.7
-37.0
-34.6
-31.4
-29.1
10
5 20
50
100
+16.1
+15.4
+14.4
+13.7
-21.5
-20.0
-18.2
-16.7
10
3 20
50
100
+16.1
+15.4
+14.4
+13.7
-50.5
-45.8
-39.5
-34.7
10
6 20
50
100
+51.3
+48.0
+43.6
+40.3
-34.6
-32.3
-29.3
-27.0
RO
O
F
W
A
L
L
S
COMPONENT AND CLADDING WIND PRESSURE SCHEDULE (115 MPH)
12 2
2
2
333
10' - 0"
10
'
-
0
"
10
'
-
0
"
10' - 0"
COMPONENT AND CLADDING WIND PRESSURE DIAGRAM -ROOF
3
3
3
3
TYP AT CORNERS
3' - 6"
10' - 0"
10
'
-
0
"
10
'
-
0
"
10' - 0"
TRUSS NET WIND UPLIFT NET PRESSURE DIAGRAM (115 MPH)
TYP AT CORNERS
3' - 6"
27.5 PSF AT
CORNER
ZONES, TYP
14.7 PSF
21.9 PSF
21.9 PSF
27.5 PSF
ROOF DL AND RLL/SLL
PER GENERAL NOTES
ROOF NET WIND UPLIFT = REF 1-S0.2 FOR ROOF
NET UPLIFT PRESSURES (SERVICE LEVEL)
PREFABRICATED ROOF
TRUSS BY TRUSS
SUPPLIER
NOTES:
1. REF FRAMING PLAN FOR LOCATION OF MECH EQUIPMENT
POINT LOADS ARE ADDITIONAL AND TO BE INCLUDED IN
TRUSS DEAD LOAD.
2. REF SIPs PANEL FOR ADDITIONAL LOADS TO THE WOOD
TRUSSES
3. DESIGN ALL TRUSSES FOR 300 LB POINT LOAD ANYWHERE
ALONG TRUSS, FOR FUTURE MECH ROOFTOP EQUIPMENT
9'-11" ALL FOUR SIDES
SNOW DRIFT (AT PARAPETS ONLY)
40
.
2
P
S
F
JOHNSTON
B
A
URKHOLDER
SSOCIATES
c o n s u l t i n g s t r u c t u r a l e n g i n e e r s
930 C
816.421.4200 ·
· K C MO ENTRAL ANSAS ITY,64105
WWW.JBAENGR.COM
REVISIONS
ISSUE DATE
COPYRIGHT NOTICE
This drawing is the property of the above
referenced Professional and is not to be
used for any purpose other than the specific
project and site named herein, and cannot be
reproduced in any manner without the
express written permission from the
professional
CIRCLE K STORES, INC.
PROFESSIONAL SEAL
PROJECT NAME
PROFESSIONAL IN CHARGE
PROJECT MANAGER
QUALITY CONTROL
DRAWN BY
PROTOCYCLE # R3.4.1 05/16/23
JBA PROJECT #24226
S0.2
PROJECT NUMBER: 24212
DIAGRAMS AND
SCHEDULES
CIRCLE K
STORES, INC.
NWC YELM AV & KILLION RD
YELM, WA 98597
YELM, WA
JBA
JNF
KSH
BCB
ABBREVIATIONS
AB ANCHOR BOLT
ACI AMERICAN CONCRETE INSTITUTE
AFF ABOVE FINISHED FLOOR
AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISI AMERICAN IRON AND STEEL INSTITUTE
ARCH ARCHITECTURAL
ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS
AWS AMERICAN WELDING SOCIETY
BFF BELOW FINISHED FLOOR
BL BLOCK LINTEL
BM BEAM
BO BOTTOM OF
BOS BOTTOM OF STEEL
BRG BEARING
CJ CONTRACTION JOINT
CL CENTER LINE
CLR CLEAR
CMU CONCRETE MASONRY UNIT
COL COLUMN
CONC CONCRETE
COND CONDENSER UNIT
CONST CONSTRUCTION
CONT CONTINUOUS
DBA DEFORMED BAR ANCHOR
DIA DIAMETER
EF EXHAUST FAN
EIFS EXTERIOR INSULATION AND FINISH SYSTEM
EJ EXPANSION JOINT
EL ELEVATION
ELEC ELECTRICAL
EQ EQUAL
EW EACH WAY
FDN FOUNDATION
FF FINISHED FLOOR
FS FAR SIDE
FTG FOOTING
FV FIELD VERIFY
GA GAUGE
GC GENERAL CONTRACTOR
GYP GYPSUM BOARD
H HEIGHT
HORIZ HORIZONTAL
HSA HEADED STUD ANCHOR
HSS HOLLOW STRUCTURAL SHAPE
INFO INFORMATION
ISO ISOLATION
JBE JOIST BEARING ELEVATION
JST JOIST
JT JOINT
KSI KIPS PER SQUARE INCH
L LENGTH
LB POUNDS
LLH LONG LEG HORIZONTAL
LLV LONG LEG VERTICAL
LONG LONGITUDINAL
MAX MAXIMUM
MECH MECHANICAL
MFR MANUFACTURER
MIN MINIMUM
MISC MISCELLANOUS
MO MASONRY OPENING
MTL METAL
NIC NOT IN CONTRACT
NO NUMBER
NS NEAR SIDE
NTS NOT TO SCALE
OC ON CENTER
OD OUTSIDE DIAMETER
OFOP OUTSIDE FACE OF PANEL
OH OPPOSITE HAND
OSL OUTSTANDING LEG
PAF POWER ACTUATED FASTENER
PC PRECAST
PCF POUNDS PER CUBIC FOOT
PL PLATE
PLF POUNDS PER LINEAR FOOT
PLUMB PLUMBING
PMEJ PREMOLDED EXPANSION JOINT
PSF POUNDS PER SQUARE FOOT
PSI POUNDS PER SQUARE INCH
QTY QUANITY
RCU REFRIGERATION CONDENSING UNIT
REF REFER TO
REINF REINFORCING
REQD REQUIRED
REV REVERSE
RLL ROOF LIVE LOAD
RO ROUGH OPENING
ROT ROTATE
RTU ROOF TOP UNIT
SCHED SCHEDULE
SDI STEEL DECK INSTITUTE
SIM SIMILAR
SIP STRUCTURAL INSULATED PANEL
SJI STEEL JOIST INSTITUTE
SPCS SPACES
SPECS SPECIFICATIONS
STRUC STRUCTURAL
T&B TOP AND BOTTOM
THK THICKNESS
TL TOTAL LOAD
TO TOP OF
TOC TOP OF CONCRETE
TOF TOP OF FOOTING
TOGB TOP OF GRADE BEAM
TOS TOP OF STEEL
TOW TOP OF WALL
TRANS TRANSVERSE
TYP TYPICAL
UNO UNLESS NOTED OTHERWISE
VERT VERTICAL
W WIDTH
WP WORK POINT
WWR WELDED WIRE REINFORCEMENT
LEGEND
NTS
1COMPONENTS & CLADDING WIND PRESSURES
3/4" = 1'B0"
2TYPICAL WOOD TRUSS LOADING DIAGRAM
OTP 11/12/24
11/12/24
1. HIGH-LOAD DIAPHRAGMS:
A. VERIFY GRADE AND THICKNESS OF PANEL SHEATHING,
NOMINAL SIZE OF FRAMING MEMBERS AT ADJOINING PANEL
EDGES, THE NAIL DIAMETER AND LENGTH, THE MEMBER OF
FASTENER LINES AND THAT THE SPACING BETWEEN
FASTENERS IN EACH LINE AND AT EDGE MARGINS.
-
VERIFICATION AND INSPECTION FREQUENCY REFERENCED
STANDARD
CONCRETE CONSTRUCTION (ACI 318-19)
VERIFICATION AND INSPECTION FREQUENCY
REFERENCED
STANDARD
1. INSPECTION OF REINFORCING STEEL AND PLACEMENT PERIODIC
4A. INSPECTION OF ANCHORS POST-INSTALLED IN HARDENED CONCRETE
MEMBERS - ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR
UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAINED TENSION
LOADS. INSPECTIONS SHALL INCLUDE HOLE SIZE AND DEPTH,
CLEANING PROCEDURE, MATERIALS, AND LOCATION.
CONTINUOUS
3. INSPECTION OF ANCHORS CAST IN CONCRETE INCLUDING, SIZE,
LENGTH, PROJECTION, AND LOCATION.PERIODIC
5. INSPECTION TO VERIFY USE OF REQUIRED DESIGN MIX.PERIODIC
6. INSPECTION PRIOR TO CONCRETE PLACEMENT, AND AT THE TIME
FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS, FOR
STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND
DETERMINE THE TEMPERATURE OF THE CONCRETE. REF TO GENERAL
NOTES, CAST-IN-PLACE CONCRETE EXECUTION FOR TESTING
REQUIREMENTS.
7. INSPECTION OF CONCRETE PLACEMENT FOR PROPER APPLICATION
TECHNIQUES.CONTINUOUS
8. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE
AND TECHNIQUES.PERIODIC
10. INSPECT ERECTION OF PRECAST (OR SITE CAST) CONCRETE
MEMBERS.PERIODIC
12. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF
THE CONCRETE MEMBER BEING FORMED.PERIODIC
4B. INSPECTION OF ANCHORS POST-INSTALLED IN HARDENED
CONCRETE MEMBERS - MECHANICAL ANCHORS AND ADHESIVE
ANCHORS NOT DEFINED IN 4A.INSPECTIONS SHALL INCLUDE HOLE
SIZE AND DEPTH, CLEANING PROCEDURE, MATERIALS, AND LOCATION.
PERIODIC
CONTINUOUS
2. NOT USED.-
9. NOT USED. -
11. NOT USED. -
STRUCTURAL SPECIAL INSPECTIONS (2021 WASBC)
WOOD CONSTRUCTION:
1. WIND-RESISTING SYSTEM AND SEISMIC RESISTING SYSTEM
VERIFICATION AND INSPECTION FREQUENCY
REFERENCED
STANDARD
WOOD LATERAL FORCE RESISTING SYSTEM:
CONTINUOUS
A. VERIFY NAILING, BOLTING, ANCHORING AND OTHER FASTENING
OF COMPONENTS WITH IN THE MAIN LATERAL FORCE RESISTING
SYSTEM, INCLUDING WOOD SHEAR WALLS, WOOD DIAPHRAGMS,
DRAG STRUTS, BRACES AND HOLD-DOWN WHERE NAIL SPACING
OF WOOD DIAPHRAGMS AND WOOD SHEAR WALLS IS 4" OR LESS.
PERIODIC -
CONTINUOUS -
B. INSPECTION OF FIELD-GLUING OPERATION OF ELEMENTS OF
THE MAIN WIND FORCE-RESISTING SYSTEM WHERE NAIL
SPACING OF WOOD DIAPHRAGMS AND WOOD SHEAR WALLS
IS 4" OR LESS.
A. INSPECTION IS REQUIRED FOR THE FASTENING OF THE FOLLOWING SYSTEMS AND COMPONENTS:
-i. ROOF COVERING, ROOF DECK AND ROOF FRAMING
CONNECTIONS.
-
2. WIND-RESISTING COMPONENTS
ii. EXTERIOR WALL COVERING AND WALL CONNECTIONS TO
ROOF AND FLOOR DIAPHRAGMS AND FRAMING.
PERIODIC
PERIODIC
ACI 318: Ch 20, 25.2,
25.3, 26.6.1-26.6.3
ACI 318: 17.8.2.4
ACI 318: 17.8.2
ACI 318: CH. 19, 26.4.3,
26.4.4
ASTM C172, ASTM C31;
ACI 318: 26.5, 26.12
ACI 318: 26.5
ACI 318: 26.5.3-26.5.5
ACI 318: CH. 26.9
ACI 318: 26.11.1.2(b)
ACI 318: 17.8.2
-
-
-
SOILS
1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE
ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY PERIODIC -
2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND
HAVE REACHED PROPER MATERIAL PERIODIC -
3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL
MATERIALS PERIODIC -
4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESS
DURING PLACEMENT AND COMPACTION OF COMPACTED FILL.CONTINUOUS -
5. PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE
AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY.PERIODIC -
VERIFICATION AND INSPECTION FREQUENCY
REFERENCED
STANDARD
EXCEPTIONS TO CONCRETE SPECIAL INSPECTION:
1. INSPECTION IS NOT REQUIRED FOR PLACEMENT OF SLAB-ON-GRADE CONCRETE. INSPECTION OF SLAB-ON-GRADE
REINFORCEMENT IS REQUIRED PRIOR TO PLACEMENT OF CONCRETE.
2. INSPECTION IS NOT REQUIRED FOR FOR PLACEMENT OF FOUNDATION CONCRETE (DESIGN f'c OF 2,500 PSI).
INSPECTION OF FOUNDATION REINFORCEMENT IS REQUIRED PRIOR TO PLACEMENT OF CONCRETE.
JOHNSTON
B
A
URKHOLDER
SSOCIATES
c o n s u l t i n g s t r u c t u r a l e n g i n e e r s
930 C
816.421.4200 ·
· K C MO ENTRAL ANSAS ITY,64105
WWW.JBAENGR.COM
REVISIONS
ISSUE DATE
COPYRIGHT NOTICE
This drawing is the property of the above
referenced Professional and is not to be
used for any purpose other than the specific
project and site named herein, and cannot be
reproduced in any manner without the
express written permission from the
professional
CIRCLE K STORES, INC.
PROFESSIONAL SEAL
PROJECT NAME
PROFESSIONAL IN CHARGE
PROJECT MANAGER
QUALITY CONTROL
DRAWN BY
PROTOCYCLE # R3.4.1 05/16/23
JBA PROJECT #24226
S0.3
PROJECT NUMBER: 24212
TABLE OF SPECIAL
INSPECTIONS
CIRCLE K
STORES, INC.
NWC YELM AV & KILLION RD
YELM, WA 98597
YELM, WA
JBA
JNF
KSH
BCB
OTP 11/12/24
11/12/24
A
A
B
B
11
22
1'
-
6
"
46
'
-
0
"
46
'
-
0
"
113' - 0"
REF ARCH
7' - 3 1/2"4' - 1"90' - 3"
1010
10
10
99
8 TYP
6' - 0"CJ AT (2) EQUAL SPACES CJ AT (2) EQUAL SPACES CJ AT (3) EQUAL SPACES CJ AT (3) EQUAL SPACES 6' - 0"
1
S2.1
1
S2.1
2
S2.1
2
S2.1
3
S2.1
3
S2.1
3
S2.1
TYP
TYP
1'
-
6
"
3
S2.1
1
S2.0
1
S2.0
S2.0
9TYP
REF 10-S2.0 FOR LIGHT POLE
BASE DETAIL. REF CIVIL FOR
LIGHT POLE BASE LOCATIONS.
OFOPOFOP
OFOPOFOP
OF
O
P
OF
O
P
OF
O
P
OFOPOFOP
OF
O
P
10
6'
-
0
"
CJ
A
T
(
2
)
E
Q
S
P
A
C
E
S
CJ
A
T
(
2
)
E
Q
S
P
A
C
E
S
6'
-
0
"
OF
O
P
OF
O
P
TOF EL
-1' - 4"
TOF EL
-1' - 4"
TOF EL
-1' - 4"
TOF EL
-1' - 4"
4" CONCRETE SLAB ON GRADE WITH
6X6 -W2.1 X W2.1 WWR IN SHEETS ON CHAIRS (OVERLAP 8" MIN)
CENTERED IN SLAB, OVER 15 MIL VAPOR BARRIER,
OVER 4" NON-RECYCLED AGGREGATE BASE,
OVER ENGINEERED FILL EXTENDING TO THE DEPTH
RECOMMENDED BELOW FOUNDATIONS
PER THE GEOTECHNICAL REPORT -TYP U.N.O.
AT CONTRACTOR'S OPTION, CONCRETE SLAB ON GRADE CAN BE
POURED MONOLITHICALLY WITH CONCRETE STEM WALLS.
FINISHED FLOOR EL = PER CIVIL DRAWING
REFERENCE FINISHED FLOOR EL = 0' -0"
WF1
WF
1
WF1
W
F
1
12
12
12
12
13 13
13
13
1
S2.1 TYP
113' - 0"
OFOPOFOP
4' - 1"7' - 3 1/2"
11 11
11
11
11
14
11
REF 5-S2.2 FOR TRASH ENCLOSURE
FOUNDATION DETAILS.
RE
F
A
R
C
H
1
S2.1TYP
4
S2.1
4
S2.1
4
S2.1
4
S2.1
4
S2.1
4
S2.1
4
S2.1
4
S2.1
4
S2.1
4
S2.1
4
S2.1
11
STRUCTURAL INSULATED
PANELS (SIPS)
WALL LEGEND
APPROXIMATE LOCATION OF
SHEAR WALL HOLD DOWN.
REF SIPS PANEL DRAWINGS
FOR HOLD DOWN DETAILS
AND EXACT LOCATIONS
JOHNSTON
B
A
URKHOLDER
SSOCIATES
c o n s u l t i n g s t r u c t u r a l e n g i n e e r s
930 C
816.421.4200 ·
· K C MO ENTRAL ANSAS ITY,64105
WWW.JBAENGR.COM
REVISIONS
ISSUE DATE
COPYRIGHT NOTICE
This drawing is the property of the above
referenced Professional and is not to be
used for any purpose other than the specific
project and site named herein, and cannot be
reproduced in any manner without the
express written permission from the
professional
CIRCLE K STORES, INC.
PROFESSIONAL SEAL
PROJECT NAME
PROFESSIONAL IN CHARGE
PROJECT MANAGER
QUALITY CONTROL
DRAWN BY
PROTOCYCLE # R3.4.1 05/16/23
JBA PROJECT #24226
S1.0
PROJECT NUMBER: 24212
FOUNDATION
PLAN
CIRCLE K
STORES, INC.
NWC YELM AV & KILLION RD
YELM, WA 98597
YELM, WA
JBA
JNF
KSH
BCB
3/16" = 1'@0"
1FOUNDATION PLAN
FOUNDATION PLAN NOTES
NUMBER PLAN NOTE
GENERAL PLAN NOTES
1 REF SHEET S0.1, S0.2 AND S0.3 FOR GENERAL NOTES, LEGEND AND SPECIAL INSPECTIONS REQUIREMENTS.
2 ALL ELEVATIONS REFERENCED FROM FINISH FLOOR ELEVATION OF 0'-0" (AT BLDG SLAB) FOR REFERENCE ONLY.
3 TOP OF FOOTING ELEVATION SHALL BE ASSUMED TO BE CONSTANT BETWEEN ELEVATIONS SHOWN ON PLAN U.N.O.
(FOUNDATION REQUIREMENTS ENSCRIBED ON S0.1 PER GEOTECHNICAL ENGINEER RECOMMENDATIONS SHALL BE
FOLLOWED AS GRADING CONDITIONS VARY, REF CIVIL).
4 FOR TYPICAL REINFORCING BAR BEND DETAILS, REF 4-S2.0.
5 FOR PIPING RUNNING PARALLEL AND PERPENDICULAR TO THE FOUNDATION REF 6-S2.0 & 7-S2.0.
6 THE GENERAL CONTRACTOR, INCLUDING SUBCONTRACTORS AND SUPPLIERS, SHALL NOT ALLOW ANY VEHICULAR
TRAFFIC ON THE BUILDING PAD AFTER THE PAD CERTIFICATION OR THE CONCRETE SLAB ONCE PLACED. ANY
DAMAGE TO THE PAD DUE TO THE VEHICULAR TRAFFIC SHALL BE REPAIRED/REPLACED AT THE EXPENSE OF THE
CONTRACTOR
7 FOOTER CONTRACTOR NEEDS TO CONTACT THE ELECTRICAL CONTRACTOR SO THEY CAN INSTALL THE UFER BEFORE
THE FOOTER IS INSPECTED
REFERENCED PLAN NOTES
8 FOR TYPICAL FLOOR CONSTRUCTION JOINT, REF 1-S2.0; FOR TYPICAL FLOOR CONTRACTION JOINT, REF 2-S2.0.
9 COORDINATE SLAB SLOPES AT DRAIN LOCATIONS WITH THE ARCH DRAWINGS.
10 CONCRETE STEM WALL BELOW, REF DETAIL 1-S2.1 FOR DETAILS AND FACE OF WALL LOCATION. REF DETAILS 2-S2.2
THRU 4-S2.2 FOR CONCRETE STEM WALL DETAILS.
11 INDICATES SHEAR WALL HOLDDOWN; REF SIPS PANEL DRAWINGS FOR DETAILS AND EXACT LOCATIONS. ALL
HOLDDOWN ANCHORS REQUIRING ANCHOR BOLTS SHALL BE EMBEDDED INTO THE CONTINUOUS FOOTING THE
SPECIFIED AMOUNT SHOWN IN DETAIL 1-S2.2.
12 SIPS WALL PANELS DESIGNED TO SUPPORT ALL BUILDING CODE REQUIRED LOADS AND DESIGNED AS SHEAR WALLS
TO RESIST ALL SEISMIC/WIND LOADS.
13 REF ARCH FOR ALL WALL OPENING SIZES AND LOCATIONS WITH THE ARCH DRAWINGS. REF 11-S2.0 FOR RE-ENTRANT
BARS AT OPENINGS.
14 STEP TOP OF FOOTING PER 8-S2.0 AS REQUIRED FOR INSTALLATION OF CONDUIT. INSTALL SLEEVES IN CONCRETE
STEM WALL FOR CONDUITS.
WALL FOOTING SCHEDULE
MARK WIDTH THICKNESS
REINF
(TRANS)
REINF
(LONG)
REINF
LOCATION
WF1 2' - 0" 1' - 0" #5 AT 24" (3) #5 BOT
OTP 11/12/24
11/12/24
A
A
B
B
11
22
RTU
(1760 LBS)
RTU
(1760 LBS)
RCU
(400 LBS)
RCU
(400 LBS)
RCU
(400 LBS)
BO TRUSS EL
REF ARCH
BO TRUSS EL
REF ARCH
RCU
(450 LBS)
RCU
(450 LBS)
RCU
(450 LBS)
RCU
(400 LBS)
46
'
-
0
"
46
'
-
0
"
113' - 0"
113' - 0"
7
TYP
10
10
10
8 8
4
S3.0
5
S3.0
11
9
TYP
TYP
TYP
12
OFOP
OFOP
OFOPOFOP
OF
O
P
OF
O
P
OF
O
P
DO
U
B
L
E
T
R
U
S
S
DO
U
B
L
E
T
R
U
S
S
OF
O
P
RCU
(400 LBS)PRE-FABRICATED ROOF TRUSSES BY SIPS SUPPLIER
REF SIPS DRAWINGS FOR TRUSS LAYOUT
AND ALL CONNECTION DETAILING
REF ARCH FOR TOP OF
SIP PANEL ELEVATIONS,
TYP
TYP
3
S3.0
TYP
2
S3.0TYP
2
S3.0 TYP
1/
4
"
P
E
R
1
2
"
RO
O
F
S
L
O
P
E
5
S3.0
5
S3.0
11 TYP
11TYP
10
TYP
TYP
TYP
NOTE:
ROOF PARAPET BRACES NOT SHOWN.
REF ARCH AND SIPS DRAWINGS FOR
LOCATIONS (IF APPLICABLE)
DEAD LOADS
MEMBRANE (UNBALASTED) = 1.0 PSF
SIP PANEL = 4.0 PSF
WOOD TRUSSES = 3.0 PSF
MECH/ELEC/FIRE SPRINK = 5.0 PSF
MISC = 4.0 PSF
TOTAL = 17.0 PSF
ROOF DEAD LOADS
STRUCTURAL INSULATED
PANELS (SIPS)
WALL LEGEND
APPROXIMATE LOCATION OF
SHEAR WALL HOLD DOWN.
REF SIPS PANEL DRAWINGS
FOR HOLD DOWN DETAILS
AND EXACT LOCATIONS
JOHNSTON
B
A
URKHOLDER
SSOCIATES
c o n s u l t i n g s t r u c t u r a l e n g i n e e r s
930 C
816.421.4200 ·
· K C MO ENTRAL ANSAS ITY,64105
WWW.JBAENGR.COM
REVISIONS
ISSUE DATE
COPYRIGHT NOTICE
This drawing is the property of the above
referenced Professional and is not to be
used for any purpose other than the specific
project and site named herein, and cannot be
reproduced in any manner without the
express written permission from the
professional
CIRCLE K STORES, INC.
PROFESSIONAL SEAL
PROJECT NAME
PROFESSIONAL IN CHARGE
PROJECT MANAGER
QUALITY CONTROL
DRAWN BY
PROTOCYCLE # R3.4.1 05/16/23
JBA PROJECT #24226
S1.1
PROJECT NUMBER: 24212
ROOF FRAMING
PLAN
CIRCLE K
STORES, INC.
NWC YELM AV & KILLION RD
YELM, WA 98597
YELM, WA
JBA
JNF
KSH
BCB
3/16" = 1'@0"
1ROOF FRAMING PLAN
ROOF FRAMING PLAN NOTES
NUMBER PLAN NOTE
REFERENCED PLAN NOTES
7 SIP PANEL ROOF DESIGNED TO SUPPORT ALL BUILDING CODE REQUIRED LOADS AND DESIGNED AS A DIAPHRAGM TO
DISTRIBUTE WIND/SEISMIC LOADS TO SHEAR WALLS. REF 1-S3.0 FOR ADDITIONAL FRAMING AT OPENINGS.
8 REF 1-S3.0 FOR RTU DUCT OPENING AND ROOF OPENING FRAMES. GC TO VERIFY LOCATION, SIZE AND WEIGHT OF
MECHANICAL UNITS. OPERATING WEIGHT SHALL NOT EXCEED THE WEIGHT NOTED ON THE PLAN.
9 EXTERIOR ROOF ACCESS LADDER, REF ARCH FOR LOCATION. SIP PANEL MANUFACTURER TO COORDINATE
CONNECTION.
10 DESIGN TRUSSES FOR AN ADDITIONAL 50 PSF STORAGE SHELF LOAD (RLL), TYP AT THIS STYLE HATCH. REF ARCH
FOR LOCATIONS AND DETAILS.
11 INTERIOR SOFFIT FRAMING, REF ARCH FOR LOCATIONS AND REF APPLICABLE STRUC FRAMING SECTIONS FOR
SUPPORT AND ADDITIONAL LOADS TO TRUSSES.
12 SOFFIT ACCESS HATCH BELOW ROOF, REF ARCH FOR SIZE AND LOCATION.
ROOF FRAMING PLAN NOTES
NUMBER PLAN NOTE
GENERAL PLAN NOTES
1 REF SHEET S0.1, S0.2 AND S0.3 FOR GENERAL NOTES AND SPECIAL INSPECTIONS REQUIREMENTS.
2 REF ARCH DRAWINGS FOR ADDITIONAL INFORMATION AND DIMENSIONS.
3 ALL ITEMS SUCH AS MECHANICAL EQUIPMENT, DUCT WORK, PIPES, CEILINGS, FIXTURES, ETC. THAT ARE TO BE
SUPPORTED OR HUNG FROM THE WOOD TRUSSES SHALL BE FRAMED WITH AUXILIARY FRAMING TO THE PANEL
POINTS OF THE TRUSS. METHODS OF FRAMING THAT INDUCE BENDING TO THE TRUSS CHORD OR WEB MEMBERS
WILL NOT BE PERMITTED. COORDINATE BRIDGING LOCATIONS SO AS NOT TO INTERFERE WITH ANY MECHANICAL
EQUIPMENT.
4 APPROXIMATE WEIGHTS OF ROOF TOP EQUIPMENT ARE SHOW N ON PLAN. VERIFY ALL LOADS, LOCATIONS, CURB
SIZES AND OPENING SIZES WITH MECHANICAL CONTRACTOR PRIOR TO FABRICATION. ADJUST SPACING OF WOOD
TRUSSES AS REQUIRED FOR MECHANICAL OPENINGS. REF TYPICAL RTU SUPPORT DETAIL 2-S3.0 FOR FRAMING.
5 RTUS AND RCUS MUST BE PLACED ON OR BETWEEN TRUSSES DESIGNED FOR THE ADDITIONAL LOAD AS SHOWN. REF
MECHANICAL FOR EXACT LOCATIONS.
6 PLACEMENT OF SPRINKLER CONTRACTOR'S PIPING AND TRUSS BRIDGING SHALL BE COORDINATED BY THE GENERAL
CONTRACTOR. THE CONTRACTOR SHALL MAKE PROVISIONS FOR THE TRUSS SUPPLIER TO ADJUST/RELOCATE
BRIDGING OR SPRINKLER CONTRACTOR TO ADJUST PIPING VERTICALLY WHERE CONFLICTS OCCUR. ALL CHANGES
REQUIRED OF THE TRUSS BRIDGING SHALL BE DESIGNED BY TRUSS MANUFACTURER.
OTP 11/12/24
11/12/24
1/8" RADIUS EACH SIDE OF JOINT
(REQUIRED FOR ACCEPTANCE)
1/2" DIA x 1'-6" SMOOTH BARS
AT 12" O.C, TYP. LOCATE
BARS AT MID-DEPTH OF SLAB
AND OIL ONE END ONLY
(1) #4 EACH SIDE OF JOINT,
DISCONTINUOUS AT
CONTROL JOINTS, TYP
SEALANT, REF SPECS
COAT EDGE OF SLAB WITH BOND
BREAKING COMPOUND BEFORE
ADJACENT SLAB IS PLACED
COMPACTED
SUBGRADE
PER GEOTECH
AGGREGATE BASE
PER GEOTECH
VAPOR BARRIER,
REF FDN PLAN
CONC SLAB ON GRADE,
REF FDN PLAN
SLAB REINF, REF FDN PLAN
NOTE:
1. SMOOTH BARS SHALL BE INSTALLED HORIZONTALLY.
SL
A
B
T
EQ EQ
1/8" WIDE x 1" DEEP "SOFT CUT"
EARLY ENTRY SAW-CUT JOINT,
REF DETAIL 3-S2.0, TYP.
AGGREGATE BASE
PER GEOTECH
COMPACTED
SUBGRADE
PER GEOTECH
NOTE:
1. SPACE CONTROL JOINTS AT 12'-0" OC MAX.
2. SLAB CUTTING AS SOON AS POSSIBLE AFTER FINISHING. WITHIN 1 HOUR IN HOT
WEATHER, WITHIN 4 HOURS IN COLD WEATHER.
3. JOINT FILLER SHALL BE PLACED IN CLEAN JOINTS, OVER FILLED, AND SHAVED
FLUSH.
VAPOR BARRIER,
REF FDN PLAN
CONC SLAB ON GRADE,
REF FDN PLAN
SLAB REINF, REF FDN PLAN
T
FULL DEPTH SEMI-RIGID
JOINT FILLER, OVER FILL
AND SHAVE FLUSH
INTERIOR FILLED JOINT EXTERIOR SEALED JOINT
T
LE
S
S
T
H
A
N
1
/
4
"
T/
2
B
U
T
N
O
T
1
/
8
"
SEALANT, REF MANUF.
SPECIFICATIONS
BACKER ROD (PER SEALNT
MNFR. RECOMMENDATIONS)
IF REQUIRED
1/4" SECOND CUT
1/8" FIRST CUT
1
2
" D "
"D
"
"d
"
4" MIN
4 "d" OR
UN
O
12
"
d
"
90 DEGREE BAR HOOK
180 DEGREE BAR HOOK
TYPICAL COLUMN
BAR OFFSET
135 DEGREE
BAR HOOK
"D"
"d
"
O
R
4
"
M
I
N
1
0
"
d
"
U
N
O
1
2
"d
"
NOTE:
1. PROVIDE THESE
HOOKSHROUGHOUT WORK AS
INDICATED ON DRAWINGS.
BAR SIZE "D"
#3 THRU #8 6 "d"
#9 THRU #11 8 "d"
#14 THRU #18 10 "d"
"d
"
EDGE OF SLAB AT
OPENING AND CORNER
(2) #4 x 3'-0" LONG AT
MID-DEPTH OF SLAB
(BEND AS REQUIRED
TO INSTALL)
E Q U A L
3
"
3
"
EQUAL
TRENCH FOR PIPE OR
ELECTRICAL CONDUIT
LARGER THAN 3" DIA
FINISHED GRADE
BOTTOM OF TRENCH SHALL
NOT BE BELOW THIS LINE
2
1
MI
N
9"
CONCRETE FTG,
REF FDN PLAN
CONC WALL,
REF FDN PLAN
DE
P
T
H
FO
O
T
I
N
G
3'
-
0
"
M
A
X
MI
N
6"
MIN
3" TYP
STEEL SLEEVE 2"
LARGER THAN PIPE,
CAULK AS REQUIRED
PIPES
PERPENDICULAR
TO FTG
STEEL PIPE
SLEEVE, REF MFR
MIN
9"
2-SACK SLURRY MIX (2500 PSI MIN) BELOW
FOOTING, PLACE CONC AGAINST
UNDISTURBED SOIL, TYP
NOTE:
1. NO PIPES TO PENETRATE THRU FOOTING.
2. WHERE PIPES DO OCCUR AT FOOTING ELEVATION, STEP
FOOTING DOWN SO PIPES PASS THROUGH FOOTING WALL. REF
DETAIL 8-S2.0 FOR FTG STEP DETAIL.
3. MAX PIPE DIAMETER SHALL BE 6 INCHES.
MIN
6"
SECTION
CONCRETE FTG,
REF FDN PLAN
CONC WALL,
REF FDN PLAN
MIN
48 BAR DIA
MIN
2x "H"
"H"
"H"
DEPTH
FTG
DEPTH
FTG
MIN
48 BAR DIA
CLR 3"
MIN
FTG DEPTH
FORM AND
COMPACT SOIL
REINFORCING SHALL MATCH
SIZE AND SPACING OF REINF IN
ADJACENT FOOTING SECTION
PROVIDE TOP REINF
ONLY WHERE NOTED
TOP (WHERE
APPLICABLE) AND
BOTTOM HORIZ
REINF, TYP
2'-0"x2'-0" CORNER
BARS MATCHING
HORIZ FTG REINF
SIZE, TYP
2'-0"x2'-0" CORNER
BARS MATCHING
HORIZ FTG REINF
SIZE, TYP
25'-0" TALL (MAX) LIGHT POLE AND
BASE CONNECTION BY OTHERS
(3) #3 TIES IN TOP 5"
3/4" CHAMFER, TYP
FINISHED GRADE OR
CONCRETE PAVING, REF CIVIL
24" DIA. CONCRETE
CAISSON TYPE FTG
WITH (5) #5 VERT AND
#3 TIES AT 12" OC
TYP
3"
6"
7'-0" MIN
3'-0" MAX
NOTE:
1. REF CIVIL FOR
LOCATION OF LIGHT
POLES.
2' - 0" DIA
2" CLR3"
SLAB EDGE
(1) #5, LOCATE 2"
BELOW TOP OF SLAB
OMIT BAR WHERE CJ
INTERSECTS
RE-ENTRANT CORNER
10"
2
'
-
6
"
JOHNSTON
B
A
URKHOLDER
SSOCIATES
c o n s u l t i n g s t r u c t u r a l e n g i n e e r s
930 C
816.421.4200 ·
· K C MO ENTRAL ANSAS ITY,64105
WWW.JBAENGR.COM
REVISIONS
ISSUE DATE
COPYRIGHT NOTICE
This drawing is the property of the above
referenced Professional and is not to be
used for any purpose other than the specific
project and site named herein, and cannot be
reproduced in any manner without the
express written permission from the
professional
CIRCLE K STORES, INC.
PROFESSIONAL SEAL
PROJECT NAME
PROFESSIONAL IN CHARGE
PROJECT MANAGER
QUALITY CONTROL
DRAWN BY
PROTOCYCLE # R3.4.1 05/16/23
JBA PROJECT #24226
S2.0
PROJECT NUMBER: 24212
FOUNDATION
DETAILS
CIRCLE K
STORES, INC.
NWC YELM AV & KILLION RD
YELM, WA 98597
YELM, WA
JBA
JNF
KSH
BCB
3/4" = 1'@0"
1TYPICAL CONSTRUCTION JOINT
3/4" = 1'@0"
2TYPICAL CONTRACTION JOINT
3/4" = 1'@0"
3TYPICAL CONCRETE SLAB JOINT DETAIL
3/4" = 1'@0"
4TYPICAL REINFORCING BARS BENDS DETAIL
3/4" = 1'@0"
5TYPICAL REINFORCEMENT AT SLAB OPENING
3/4" = 1'@0"
6UTILITY LINE PARALLEL TO FDN
3/4" = 1'@0"
7UTILITY LINE PERPENDICULAR TO FDN
3/4" = 1'@0"
8DETAIL AT STEPPED FOOTING
1" = 1'@0"
9CONCRETE FOOTING CORNER BAR REINFORCEMENT
3/4" = 1'@0"
10TYP LIGHT POLE FTG
3/4" = 1'@0"
11SLAB REINFORCEMENT AT DOOR OPENINGS
OTP 11/12/24
11/12/24
GRID
#4 DOWELS AT 18" OC WITH
90 DEGREE HOOKS INTO FTG;
ALTERNATE DIRECTION
CONCRETE SLAB ON GRADE,
REF FDN PLAN
REF WALL FTG SCHED
FOR TRANS REINF
REF WALL FTG SCHED
FOR LONG REINF
REF FDN PLAN
TOF EL
NOTE:
1. BOTTOM OF FOUNDATION SHALL BE PLACED PER GEOTECHNICAL
RECOMMENDATIONS. FOR ADDITIONAL INFO, REF GENERAL NOTES ON SHEET
S0.1.
REF FDN PLAN
FF EL
#4 CONT AT 12" OC MAX (2 MIN)
CONCRETE STEM WALL
MATCHING SIPS PANEL
THICKNESS (REF SIPS
PANEL SUPPLIER)
FACE OF SIPS PANEL =
FACE OF CONC STEM WALL
CL
R
3"
TYP
3" CLR
RE
F
S
C
H
E
D
(2) #4 HORIZ CONT AT
TOP OF WALL
EQ EQ
REF ARCH FOR
FINISH MATERIAL
REF SIPS PANEL DRAWINGS
FOR ANCHORAGE TO
CONCRETE STEM WALL
PREMOLDED JOINT MATERIAL TYP
REF ARCH (STEM WALL AND SLAB
MAY BE POURED MONOLITHICALLY
AT CONTRACTOR'S OPTION)
REF SUPPLIER FOR
SIPS WALL PANEL
REF SCHED
GRID
CONCRETE SLAB ON GRADE,
REF FDN PLAN
REF WALL FTG SCHED
FOR TRANS REINF
REF WALL FTG SCHED
FOR LONG REINF
REF FDN PLAN
TOF EL
NOTE:
1. BOTTOM OF FOUNDATION SHALL BE PLACED PER GEOTECHNICAL
RECOMMENDATIONS. FOR ADDITIONAL INFO, REF GENERAL NOTES ON SHEET
S0.1.
REF FDN PLAN
FF EL
#4 CONT AT 12" OC MAX (2 MIN)
FACE OF SIPS PANEL =
EDGE OF SLAB
CL
R
3"
TYP
3" CLR
RE
F
S
C
H
E
D
(2) #4 HORIZ CONT
REF ARCH FOR
FINISH MATERIAL
REF SIPS PANEL DRAWINGS
FOR ANCHORAGE TO
CONCRETE STEM WALL
REF SUPPLIER FOR
SIPS WALL PANEL
REF SCHED
8"EQ EQ
CONTRACTOR'S OPTION
#4 DOWELS AT 18" OC WITH
90 DEGREE HOOK INTO FTG;
ALTERNATE DIRECTION
1
1
EDGE OF CONT STEM
WALL BEYOND
CONCRETE SLAB ON
GRADE, REF FDN PLAN
CONC PAVING/FINISH
GRADE, REF CIVIL
REF 1-S2.1 FOR CONC
STEM WALL REINF
#5 AT 12" OC MAX
SPACING AS
REQUIRED (2 MIN)REF SCHED
NOTE:
1. FOR ADDITIONAL INFORMATION NOT SHOWN, REFER TO DETAIL 1-S2.1.
1
RE
F
S
C
H
E
D
3"
C
L
R
CONCRETE STEM WALL
MATCHING SIPS PANEL
THICKNESS (REF SIPS
PANEL SUPPLIER)
4" MIN
TYP
3" CLR
REF PLAN
REF ARCH FOR
FINISH MATERIAL
REF SUPPLIER FOR
SIPS WALL PANEL
FACE OF SIPS PANEL =
FACE OF CONC STEM WALL
FACE OF SIPS PANEL =
FACE OF CONC STEM WALL
REF FDN PLAN
TOF EL
EDGE OF CONT
FTG BEYOND
#4 PEDESTAL
HAIRPIN DOWELS
AT 18" OC.
CONCRETE SLAB ON
GRADE, REF FDN PLAN
CONC PAVING/FINISH
GRADE, REF CIVIL
#5 AT 12" OC MAX
SPACING AS
REQUIRED (2 MIN)REF SCHED
NOTE:
1. FOR ADDITIONAL INFORMATION NOT SHOWN, REFER TO DETAIL 1-S2.1.
1
RE
F
S
C
H
E
D
3"
C
L
R
4" MIN
TYP
3" CLR
REF PLAN
REF ARCH FOR
FINISH MATERIAL
REF SUPPLIER FOR
SIPS WALL PANEL
FACE OF SIPS PANEL =
EDGE OF SLAB
FACE OF SIPS PANEL =
EDGE OF SLAB
REF FDN PLAN
TOF EL
EDGE OF CONT
FTG BEYOND
#4 PEDESTAL
HAIRPIN DOWELS
AT 18" OC.
CONTRACTOR'S OPTION
REF 1-S2.1 FOR CONC
TURNDOWN REINF
EDGE OF SLAB
TURNDOWN BEYOND
CONCRETE SLAB
TURNDOWN MATCHING
SIPS PANEL THICKNESS
(REF SIPS PANEL
SUPPLIER)
REF FDN PLAN
FF EL
(2) #4 CONT, REF 1-S2.1
CONC SLAB ON GRADE,
REF FDN PLAN
#4 DOWELS x 3'-0" AT 12" OC
AT DOOR OPENINGS ONLY
(MIN 3 EACH LOCATION)
CONC PAVING,
REF CIVIL
1' - 0"
NOTE:
1. FOR ADDITIONAL INFORMATION NOT SHOWN, REFER TO DETAIL 1-S2.1.
GRID
8"
#4 HORIZ CONT AT 12" OC MAX (2 MIN)REF 1-S2.1 FOR
CONC STEM WALL
FACE OF
CONC BELOW
REF FDN PLAN
TOF EL
RE
F
S
C
H
E
D
REF SCHED
REF 1-S2.1 FOR
CONT FTG
REF 1-S2.1 FOR
FOOTING DOWELS
REF FDN PLAN
FF EL
(2) #4 CONT, REF 1-S2.1
CONC SLAB ON GRADE,
REF FDN PLAN
#4 DOWELS x 3'-0" AT 12" OC
AT DOOR OPENINGS ONLY
(MIN 3 EACH LOCATION)
CONC PAVING,
REF CIVIL
1' - 0"
NOTE:
1. FOR ADDITIONAL INFORMATION NOT SHOWN, REFER TO DETAIL 1-S2.1.
GRID
#4 HORIZ CONT AT
12" OC MAX (2 MIN)
FACE OF
CONC BELOW
REF FDN PLAN
TOF EL
RE
F
S
C
H
E
D
REF SCHED
REF 1-S2.1 FOR
CONT FTG
REF 1-S2.1 FOR
FOOTING DOWELS
CONTRACTOR'S OPTION
GRID
REF FDN PLAN
TOF EL
REF FDN PLAN
FF ELCONCRETE STEM WALL
MATCHING SIPS PANEL
THICKNESS (REF SIPS
PANEL SUPPLIER)
FACE OF SIPS PANEL =
FACE OF CONC STEM WALL
REF ARCH FOR
FINISH MATERIAL
REF SIPS PANEL DRAWINGS
FOR ANCHORAGE TO
CONCRETE STEM WALL
REF SUPPLIER FOR
SIPS WALL PANEL
NOTE:
1. FOR ADDITIONAL INFORMATION NOT SHOWN, REFER TO DETAIL 1-S2.1.
ADDITIONAL #4
PEDESTAL HAIRPIN
DOWELS AT 18" OC
CONTRACTOR'S OPTION
GRID
#4 PEDESTAL HAIRPIN
DOWELS AT 18" OC
CONCRETE SLAB ON GRADE,
REF FDN PLAN
REF FDN PLAN
TOF EL
REF FDN PLAN
FF EL
CONCRETE SLAB
TURNDOWN MATCHING
SIPS PANEL THICKNESS
(REF SIPS PANEL SUPPLIER)
FACE OF SIPS PANEL =
EDGE OF SLAB
REF ARCH FOR
FINISH MATERIAL
REF SUPPLIER FOR
SIPS WALL PANEL
REF SIPS PANEL DRAWINGS
FOR ANCHORAGE TO
CONCRETE STEM WALL
#4 PEDESTAL HAIRPIN
DOWELS AT 18" OC
CONC PAVING/FINISH
GRADE, REF CIVIL
REF 1-S2.1 FOR CONC
TURNDOWN REINF
NOTE:
1. FOR ADDITIONAL INFORMATION NOT SHOWN, REFER TO DETAIL 1-S2.1.
ADDITIONAL #4 CONT
AT 12" O.C. MAX (2 MIN)
JOHNSTON
B
A
URKHOLDER
SSOCIATES
c o n s u l t i n g s t r u c t u r a l e n g i n e e r s
930 C
816.421.4200 ·
· K C MO ENTRAL ANSAS ITY,64105
WWW.JBAENGR.COM
REVISIONS
ISSUE DATE
COPYRIGHT NOTICE
This drawing is the property of the above
referenced Professional and is not to be
used for any purpose other than the specific
project and site named herein, and cannot be
reproduced in any manner without the
express written permission from the
professional
CIRCLE K STORES, INC.
PROFESSIONAL SEAL
PROJECT NAME
PROFESSIONAL IN CHARGE
PROJECT MANAGER
QUALITY CONTROL
DRAWN BY
PROTOCYCLE # R3.4.1 05/16/23
JBA PROJECT #24226
S2.1
PROJECT NUMBER: 24212
FOUNDATION
DETAILS
CIRCLE K
STORES, INC.
NWC YELM AV & KILLION RD
YELM, WA 98597
YELM, WA
JBA
JNF
KSH
BCB
3/4" = 1'@0"
1TYPICAL SIPS PANEL WALL SECTION
3/4" = 1'@0"
2WALL SECTION AT PILASTER
3/4" = 1'@0"
3CONCRETE SLAB AT OPENING
3/4" = 1'@0"
4WALL SECTION AT PILASTER
OTP 11/12/24
11/12/24
MIN
1' - 6" DIA
1
1
CL
R
3"
MIN
1' - 9" CONT
ARCH
REF
CL
POST
2'
-
6
"
M
I
N
REF ARCH FOR SLAB
THICKNESS AND
REINFORCING
#4 DOWELS
AT 12" OC
2'-0"
#4 T&B WITH MATCHING
CORNER BARS
TRASH ENCLOSURE
FOUNDATION WALL SECTION
REF ARCH FOR
WALL DETAILS
GATE BOLLARD
FOUNDATION DETAIL
3'
-
0
"
M
I
N
MIN
3"
CL
FOUNDATION
AND POST
REF ARCH FOR
GATE DETAILS
REF SIPS VENDOR
FOR WOOD POST
AT HOLD-DOWN
REF SIPS VENDOR
FOR CONT SILL PLATE
REF 1-S2.1 FOR
CONCRETE STEM WALL
OR SLAB TURNDOWN
REF FDN SCHEDULE
FOR CONTINUOUS
WALL FOOTING
REF SIPS VENDOR FOR
SIMPSON HOLD-DOWN
AND SIMPSON PAB
ANCHOR BOLT DIAMETER
STEP FOOTING DOWN
AS REQUIRED
ANCHOR
10".
CLR
3"
SECTION VIEW ISOMETRIC VIEW
REF SIPS VENDOR
FOR WOOD POST
AT HOLD-DOWN
REF SIPS VENDOR FOR
SIMPSON HOLD-DOWN
AND SIMPSON PAB
ANCHOR BOLT DIAMETER
R E F F D N P L A N
F F E L /
T O S T E M W A L L E L
R E F F D N P L A N
T O F E L
10
"
AN
C
H
O
R
E
M
B
E
D
M
E
N
T
REF 1-S2.1 FOR
CONC STEM WALL
OR SLAB TURNDOWN
FF EL / TO STEM WALL EL
REF FDN PLAN
TOF EL
REF FDN PLAN
REF FDN SCHEDULE
FOR CONTINUOUS
WALL FOOTING
REF SIPS VENDOR FOR
CONTINUOUS SILL PLATE
8"8"1
1
EM
B
E
D
M
E
N
T
CONCRETE WALL,
REF FDN PLAN AND
DETAILS
#4 HORIZ CORNER
BARS AT 12" OC
2'-0"
2'
-
0
"
V-JOINT REVEAL BOTH
SIDES OF WALL
REF SECTIONS FOR
WALL REINFORCEMENT
2x4 KEY AT
CL WALL
#4x3'-0" HORIZ AT 12" OC,
CENTER ON JOINT
TERMINATE EVERY OTHER
HORIZONTAL BAR 3" FROM
JOINT, TOP MOST BARS IN
WALL TO BE CONTINUOUS
V-JOINT BOTH SIDES AT
20'-0" OC MAX SPACING
1 1/2" MAX
MIN
3/4"
MIN
3/4"
OFFSET
2" MAX
JOHNSTON
B
A
URKHOLDER
SSOCIATES
c o n s u l t i n g s t r u c t u r a l e n g i n e e r s
930 C
816.421.4200 ·
· K C MO ENTRAL ANSAS ITY,64105
WWW.JBAENGR.COM
REVISIONS
ISSUE DATE
COPYRIGHT NOTICE
This drawing is the property of the above
referenced Professional and is not to be
used for any purpose other than the specific
project and site named herein, and cannot be
reproduced in any manner without the
express written permission from the
professional
CIRCLE K STORES, INC.
PROFESSIONAL SEAL
PROJECT NAME
PROFESSIONAL IN CHARGE
PROJECT MANAGER
QUALITY CONTROL
DRAWN BY
PROTOCYCLE # R3.4.1 05/16/23
JBA PROJECT #24226
S2.2
PROJECT NUMBER: 24212
FOUNDATION
DETAILS
CIRCLE K
STORES, INC.
NWC YELM AV & KILLION RD
YELM, WA 98597
YELM, WA
JBA
JNF
KSH
BCB
3/4" = 1'@0"
5TRASH ENCLOSURE FOUNDATION DETAILS
3/4" = 1'@0"
1SHEAR WALL HOLD@DOWN
3/4" = 1'@0"
2CONCRETE WALL CORNER DETAIL
1" = 1'@0"
3CONCRETE WALL CONSTRUCTION JOINT
1" = 1'@0"
4CONCRETE WALL CONTROL JOINT
OTP 11/12/24
11/12/24
TOP CHORDS OF
PREFABRICATED
WOOD TRUSS FOR
SPACING REF SIP
DRAWINGS
2x4 WITH SIMPSON
LU24 HANGER
EACH END
(2) 2x4 WITH SIMPSON
LUS24-2 HANGER EACH
END; IF REQD, PREFAB
WOOD TRUSS GIRDER
WITH HANGER PER MFR
PREFAB WOOD TRUSS WITH
HANGER PER MFR (IF REQD)
DOUBLE TRUSS, REF
FRAMING PLAN
NOTES:
1. ATTACH SIP ROOF PANEL AT OPENING
WITH #14 PANEL SCREW 12" OC.
2. * FOR OPENING DIMENSION, REF MECH
AND ARCH DRAWINGS
4'
-
0
"
M
A
X
*
(2) 2x4 WITH SIMPSON
LUS24-2 HANGER EACH
END; IF REQD, PREFAB
WOOD TRUSS GIRDER
WITH HANGER PER MFR
DESIGN TRUSS FOR 110
LB POINT LOAD AT
PERPENDICULAR SOFFIT
LOCATIONS, TYP
2x6 BLOCKING AT
16" OC WITH (3) 16d
TOE NAILS EA END
362S162-43 MTL
STUDS AT 16" OC
NOTE:
1. LOCATE SOFFITS PER ARCH DRAWINGS.
2. REF ARCH FOR ADDITIONAL INFORMATION
362T125-43 CONT TRACK
WITH #10-16 SCREWS EA
FLANGE AT EA STUD
BO STUD EL
REF ARCH
MIN 16 GA CLIP ANGLE WITH
(4) #10-16 SCREWS EA STUD
AND (3) 1/4" DIA SCREWS TO
BLOCKING, TYP
PREFAB WOOD
TRUSS, REF PLAN
2x4 BLOCKING AT
16" OC WITH (3) 16d
TOE NAILS EA END
2x4 DIAGONAL BRACING EVERY
OTHER TRUSS SPACE WITH
(2) 16d TOE NAILS EA END
DESIGN TRUSS FOR
40 PLF LOAD AT
PARALLEL SOFFIT
LOCATIONS, TYP
2x6 BLOCKING AT
16" OC WITH (3) 16d
TOE NAILS EA END
362S162-43 MTL
STUDS AT 16" OC
NOTE:
1. LOCATE SOFFITS PER ARCH DRAWINGS.
2. REF ARCH FOR ADDITIONAL INFORMATION
362T125-43 CONT TRACK
WITH #10-16 SCREWS EA
FLANGE AT EA STUD
BO STUD EL
REF ARCH
(4) #10 WOOD SCREWS
EA STUD, TYP
PREFAB WOOD
TRUSS, REF PLAN
2x4 DIAGONAL BRACING
AT 16" OC WITH (2) 16d
TOE NAILS EA END
2x4 BLOCKING AT
16" OC WITH (3) 16d
TOE NAILS EA END
MECHANICAL UNIT,
REF MECHANICAL;
ATTACH TO CURB PER
MANUFACTURER
REQUIREMENTS
RTU CURB, REF ARCH;
ATTACH TO TRUSS/BLOCKING
WITH #14 PANEL SCREWS AT
12" OC, TYP
SIP ROOF PANEL
(2) 2x6 BLOCKING WITH SIMPSON
LUS 26-2 HANGER EA END AT ALL (4)
SIDES OF RTU CURB (NOT REQUIRED
IF CURB IS ALIGNED WITH TRUSS)
PREFAB WOOD
TRUSS, REF PLAN
(2) 2x6 BLOCKING
WITH SIMPSON
LUS 26-2 HANGER
AT 48" OC MAX;
LOCATE AT TRUSS
PANEL POINT
DUCT OPENING BEYOND,
REF 1-S3.0 FOR FRAMING
4x4 WOOD
SLEEPERS CONT
PER ARCH
SIP ROOF PANEL
CONDENSING UNIT, REF
MECHANICAL, ATTACH TO
SLEEPER PER MANUFATURER
REQUIREMENTS
#14 PANEL SCREW
AT EACH 2x4, TYP
PREFAB WOOD
TRUSS, REF PLAN
2x4 AT 48" OC MAX WITH
LU24 SIMPSON HANGER
EA END; LOCATE AT
TRUSS PANEL POINT
JOHNSTON
B
A
URKHOLDER
SSOCIATES
c o n s u l t i n g s t r u c t u r a l e n g i n e e r s
930 C
816.421.4200 ·
· K C MO ENTRAL ANSAS ITY,64105
WWW.JBAENGR.COM
REVISIONS
ISSUE DATE
COPYRIGHT NOTICE
This drawing is the property of the above
referenced Professional and is not to be
used for any purpose other than the specific
project and site named herein, and cannot be
reproduced in any manner without the
express written permission from the
professional
CIRCLE K STORES, INC.
PROFESSIONAL SEAL
PROJECT NAME
PROFESSIONAL IN CHARGE
PROJECT MANAGER
QUALITY CONTROL
DRAWN BY
PROTOCYCLE # R3.4.1 05/16/23
JBA PROJECT #24226
S3.0
PROJECT NUMBER: 24212
ROOF FRAMING
DETAILS
CIRCLE K
STORES, INC.
NWC YELM AV & KILLION RD
YELM, WA 98597
YELM, WA
JBA
JNF
KSH
BCB
NTS
1TYP FRAMING AROUND SMALL ROOF OPNG
3/4" = 1'B0"
5SOFFIT DETAIL PERPENDICULAR TO TRUSS
3/4" = 1'B0"
4SOFFIT DETAIL PARALLEL TO TRUSS
3/4" = 1'B0"
3RTU SUPPORT
NTS
2CONDENSING UNIT SUPPORT
OTP 11/12/24
11/12/24