REVIEWED BLD BLD2024-0979+STRUCTURAL PLANS+7.29.2024_10.00.18_AM+4406413STRUCTURAL NOTES
GENERAL REQUIREMENTS
BUILDING CODE & REFERENCE STANDARDS: THE "INTERNATIONAL BUILDING CODE" (IBC), 2021 EDITION, AS ADOPTED AND MODIFIED BY THE CITY OF EDMONDS,
GOVERNS THE DESIGN AND CONSTRUCTION OF THIS PROJECT. REFERENCE TO A SPECIFIC SECTION IN THE CODE DOES NOT RELIEVE THE CONTRACTOR FROM
COMPLIANCE WITH THE ENTIRE MATERIALS REFERENCE STANDARDS NOTED BELOW. THE LATEST EDITION OF THE MATERIALS REFERENCE STANDARDS SHALL BE USED.
SCOPE OF STRUCTURAL WORK: STRUCTURAL DESIGN OF SIGNS FOR A MEDICAL FACILITY.
DEFINITIONS: THE FOLLOWING DEFINITIONS APPLY TO THESE GENERAL NOTES:
• "STRUCTURAL ENGINEER OF RECORD" (EOR) — THE STRUCTURAL ENGINEER WHO IS LEGALLY RESPONSIBLE FOR STAMPING & SIGNING THE STRUCTURAL
DOCUMENTS FOR THE PROJECT. THE FOR IS RESPONSIBLE FOR THE DESIGN OF THE PRIMARY STRUCTURAL SYSTEM.
• "SPECIALTY STRUCTURAL ENGINEER" (SSE) — A LICENSED PROFESSIONAL ENGINEER, NOT THE EOR, WHO PERFORMS SPECIALTY STRUCTURAL ENGINEERING
SERVICES NECESSARY TO COMPLETE THE STRUCTURE, WHO HAS EXPERIENCE AND TRAINING IN THE SPECIFIC SPECIALTY. THE GENERAL CONTRACTOR,
SUBCONTRACTOR, OR SUPPLIER WHO IS RESPONSIBLE FOR THE DESIGN, FABRICATION AND INSTALLATION OF SPECIALTY —ENGINEERED ELEMENTS SHALL
RETAIN THE SSE. SUBMITTALS SHALL BE STAMPED AND SIGNED BY THE SSE. DOCUMENTS STAMPED AND SIGNED BY THE SSE SHALL BE COMPLETED BY OR
UNDER THE DIRECT SUPERVISION OF THE SSE WITH A PE OR SE LICENSE ISSUED BY THE STATE OF WASHINGTON.
• "DEFERRED SUBMITTALS — DEFERRED SUBMITTAL IS ENGINEERING WORK TO BE DESIGNED —BY —OTHERS OR BIDDER —DESIGNED.
DESIGN SOIL VALUES:
ALLOWABLE SOIL BEARING PRESSURE
1,500 PSF DL + LL
2,000 PSF DL + ILL + SEISMIC/WIND
SLABS —ON —GRADE & FOUNDATIONS: ALL SLABS —ON —GRADE AND FOUNDATIONS SHALL BEAR ON STRUCTURAL COMPACTED FILL OR COMPETENT NATIVE SOIL PER THE
GEOTECHNICAL REPORT OR AS NOTED IN THESE DOCUMENTS. EXTERIOR PERIMETER FOOTINGS SHALL BEAR NOT LESS THAN 18 INCHES BELOW FINISH GRADE, OR
AS REQUIRED BY THE GEOTECHNICAL ENGINEER AND THE BUILDING OFFICIAL.
COMPACTION: UNLESS OTHERWISE SPECIFIED BY A GEOTECHNICAL ENGINEER, FOOTINGS SHALL BE PLACED ON COMPACTED MATERIAL AND SHALL BE WELL —GRADED
GRANULAR MATERIAL WITH NO MORE THAN 5% PASSING A #200 SIEVE. FILLS PLACED SHALL BE IN MAXIMUM 8" LIFTS AND ALL BEARING SOILS SHALL BE
COMPACTED TO 95% MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT USING THE MODIFIED PROCTOR TEST.
CAST —IN —PLACE CONCRETE
REFERENCE STANDARDS: CONFORMS TO THE LATEST EDITIONS OF THE FOLLOWING:
(1) ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND COMMENTARY".
(2) IBC CHAPTER 19.
NOTE PRIORITIES: NOTES ON THE INDIVIDUAL DRAWINGS SHALL GOVERN OVER THESE GENERAL NOTES.
STRUCTURAL DETAILS: THE STRUCTURAL DRAWINGS ARE INTENDED TO SHOW THE GENERAL CHARACTER AND EXTENT OF THE PROJECT AND ARE NOT INTENDED TO FIELD REFERENCE: THE CONTRACTOR SHALL KEEP A COPY OF ACI FIELD REFERENCE MANUAL, SP-15, "STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE (ACI
SHOW ALL DETAILS OF THE WORK. 301) WITH SELECTED ACI AND ASTM REFERENCES."
ARCHITECTURAL DRAWINGS: REFER TO THE ARCHITECTURAL DRAWINGS FOR INFORMATION INCLUDING, BUT NOT LIMITED TO: DIMENSIONS, ELEVATIONS, SLOPES, DOOR
AND WINDOW OPENINGS, NON —BEARING WALLS, CURTAIN WALLS, STAIRS, ELEVATORS, CURBS, DRAINS, DEPRESSIONS, RAILINGS, WATERPROOFING, FINISHES AND OTHER
NONSTRUCTURAL ITEMS.
STRUCTURAL RESPONSIBILITIES: THE FOR IS RESPONSIBLE FOR THE STRENGTH AND STABILITY OF THE PRIMARY STRUCTURE IN ITS COMPLETED STATE.
CONTRACTOR RESPONSIBILITIES: THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION AND ALL JOB RELATED SAFETY STANDARDS
SUCH AS OSHA AND WSHA. THE CONTRACTOR IS RESPONSIBLE FOR THE STRENGTH AND STABILITY OF THE STRUCTURE DURING CONSTRUCTION AND SHALL PROVIDE
TEMPORARY SHORING, BRACING AND OTHER ELEMENTS REQUIRED TO MAINTAIN STABILITY UNTIL THE STRUCTURE IS COMPLETED. IT IS THE CONTRACTOR'S
RESPONSIBILITY TO BE FAMILIAR WITH THE WORK REQUIRED IN THE CONSTRUCTION DOCUMENTS AND THE REQUIREMENTS FOR EXECUTING IT PROPERLY.
DISCREPANCIES: IN CASE OF DISCREPANCIES BETWEEN THESE GENERAL NOTES, THE CONTRACT DRAWINGS AND SPECIFICATIONS, AND/OR REFERENCE STANDARDS,
THE FOR SHALL DETERMINE WHICH SHALL GOVERN. DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE FOR BEFORE PROCEEDING WITH THE WORK.
ACCORDINGLY, ANY CONFLICT IN OR BETWEEN THE CONTRACT DOCUMENTS SHALL NOT BE A BASIS FOR ADJUSTMENT IN THE CONTRACT PRICE.
SITE VERIFICATION: THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE SITE PRIOR TO FABRICATION AND/OR CONSTRUCTION. CONFLICTS
BETWEEN THE DRAWINGS AND ACTUAL SITE CONDITIONS SHALL BE BROUGHT TO THE ATTENTION OF THE FOR BEFORE PROCEEDING WITH THE WORK. ALL
UNDERGROUND UTILITIES SHALL BE DETERMINED BY THE CONTRACTOR PRIOR TO EXCAVATION OR DRILLING.
ADJACENT UTILITIES: THE CONTRACTOR SHALL DETERMINE THE LOCATIONS OF ALL ADJACENT UNDERGROUND UTILITIES PRIOR TO EXCAVATION. ANY UTILITY
INFORMATION SHOWN ON THE DRAWINGS AND DETAILS IS APPROXIMATE AND NOT NECESSARILY COMPLETE.
DESIGN CRITERIA
CONSTRUCTION LOADS: LOADS ON THE STRUCTURE DURING CONSTRUCTION SHALL NOT EXCEED THE DESIGN LOADS OR THE CAPACITY OF THE PARTIALLY COMPLETED
CONSTRUCTION.
WIND DESIGN: WIND LOAD IS DETERMINED USING CHAPTER 26 OF ASCE 7-16 IN ACCORDANCE WITH IBC SECTION 1609 WITH THE FOLLOWING FACTORS:
BASIC WIND SPEED (3—SECOND GUST) V = 109 MPH
WIND IMPORTANCE FACTOR IW = 1.0 RISK —CATEGORY = IV
EXPOSURE CATEGORY = B GCPI = f0.18
DESIGN BASE SHEAR: DESIGN BASE SHEAR (WINDVERNED), V = 0.437K
DEFERRED SUBMITTAL LOADS: ALL PRE—ENGINEERED, PRE —FABRICATED, PRE —MANUFACTURED, OR OTHER PRODUCTS DESIGNED BY OTHERS SHALL BE DESIGNED FOR
THE TRIBUTARY DEAD AND LIVE LOADS PLUS WIND, EARTHQUAKE, AND COMPONENT, AND CLADDING LOADS WHEN APPLICABLE. DESIGN SHALL CONFORM TO THE
PROJECT DRAWINGS AND SPECIFICATIONS, REFERENCE STANDARDS, AND GOVERNING CODE.
SUBMITTALS
SUBMITTALS: SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT/EOR PRIOR TO ANY FABRICATION OR CONSTRUCTION FOR ALL STRUCTURAL ITEMS AS NOTED
BELOW. THE CONTRACTOR SHALL REVIEW AND PLACE A SHOP DRAWINGS STAMP ON THE SUBMITTAL BEFORE FORWARDING TO THE EOR. SUBMITTALS SHALL BE MADE
IN TIME TO PROVIDE A MINIMUM OF ONE WEEK FOR REVIEW BY THE EOR. ADDITIONAL SUBMITTALS REQUIRED FOR THIS PROJECT ARE SPECIFIED IN THE SPECIFIC
SECTIONS BELOW. REFERENCE THE INDIVIDUAL MATERIAL SECTION FOR SPECIFIC INFORMATION TO BE INCLUDED IN THE SUBMITTAL. .
IF THE SHOP DRAWINGS DIFFER FROM OR ADD TO THE DESIGN OF THE STRUCTURAL DRAWINGS, THEY SHALL BEAR THE SEAL AND SIGNATURE OF THE WASHINGTON
STATE REGISTERED PROFESSIONAL ENGINEER WHO IS RESPONSIBLE FOR THE DESIGN..
CONCRETE REINFORCING
GLULAM BEAMS
PSL/LSLS
TJI FRAMING
ALTERNATES: PRODUCT OR MANUFACTURER COMPONENTS SPECIFIED IN THESE DRAWINGS ARE USED AS THE BASIS OF DESIGN FOR THIS PROJECT. ALTERNATES FOR
SPECIFIED ITEMS MAY BE SUBMITTED TO THE FOR FOR REVIEW. HOWEVER, CONTRACTOR SHALL SUBMIT A CURRENT ICC—ESR/IAPMO—ER REPORT IDENTIFYING THAT
AN ALTERNATIVE COMPONENT HAS THE SAME OR GREATER LOAD CAPACITY THAN THE SPECIFIED ITEM.
SHOP DRAWING REVIEW: REVIEW BY THE ARCHITECT/EOR IS FOR GENERAL COMPLIANCE WITH THE DESIGN CONCEPT AND THE CONTRACT DOCUMENTS. DIMENSIONS
AND QUANTITIES ARE NOT REVIEWED BY THE EOR, AND THEREFORE, MUST BE VERIFIED BY THE GENERAL CONTRACTOR. MARKINGS OR COMMENTS SHALL NOT BE
CONSTRUED AS RELIEVING THE CONTRACTOR FROM COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS, NOR DEPARTURES THEREFROM. THE CONTRACTOR
REMAINS RESPONSIBLE FOR DETAILS AND ACCURACY; FOR CONFIRMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS; FOR SELECTING FABRICATION
PROCESSES; FOR TECHNIQUES OF ASSEMBLY; AND FOR PERFORMING WORK IN A SECURE MANNER. WHEN SHOP DRAWINGS (COMPONENT DESIGN DRAWINGS) DIFFER
FROM OR ADD TO THE REQUIREMENTS OF THE STRUCTURAL DRAWINGS THEY SHALL BE DESIGNED AND STAMPED BY THE RESPONSIBLE SSE. ALLOW ONE WEEK FOR
FOR REVIEW TIME.
NON—STRUCTURAL COMPONENTS: DESIGN, DETAILING AND ANCHORAGE OF ALL NONSTRUCTURAL COMPONENTS SHALL BE IN ACCORDANCE WITH ASCE 7-16, CHAPTER
13 AND THE PROJECT SPECIFICATIONS. NONSTRUCTURAL COMPONENTS DESIGNED BY OTHERS SHALL NOT INDUCE TORSIONAL LOADING INTO SUPPORTING STEEL
STRUCTURAL MEMBERS WITHOUT ADDITIONAL BRACING OF THOSE MEMBERS TO ELIMINATE TORSIONAL FORCES. TORSIONAL BRACING SHALL BE DESIGNED BY THE
NONSTRUCTURAL COMPONENT DESIGNER AND APPROVED BY THE EOR. ANCHORAGE TO THE PRIMARY STRUCTURE IS PER THE BIDDER —DESIGN CONTRACTOR OR
SUPPLIER.
TESTS & INSPECTIONS
INSPECTIONS: ALL CONSTRUCTION IS SUBJECT TO INSPECTION BY THE BUILDING OFFICIAL IN ACCORDANCE WITH IBC SEC 110. THE CONTRACTOR SHALL COORDINATE
ALL REQUIRED INSPECTIONS WITH THE BUILDING OFFICIAL. SUBMIT COPIES OF ALL INSPECTION REPORTS TO THE ARCHITECT/EOR FOR REVIEW. THE BUILDING
OFFICIAL MAY ACCEPT INSPECTION OF AND REPORTS BY APPROVED INSPECTION AGENCIES IN LIEU OF BUILDING OFFICIAL'S INSPECTIONS. THE CONTRACTOR SHALL
OBTAIN APPROVAL OF BUILDING OFFICIAL TO USE THE THIRD —PARTY INSPECTION AGENCY AND CONTRACTOR SHALL ALERT THE ARCHITECT/EOR AS SUCH.
SPECIAL INSPECTIONS: IN ADDITION TO THE INSPECTIONS REQUIRED BY IBC SEC 110, A SPECIAL INSPECTOR SHALL BE HIRED BY THE OWNER AS AN INDEPENDENT
THIRD —PARTY INSPECTOR TO PERFORM THE SPECIAL INSPECTIONS PER IBC CH. 17. SPECIAL INSPECTIONS SHALL BE PERFORMED BY AN APPROVED TESTING AGENCY
AS OUTLINED IN THE SPECIAL INSPECTION SCHEDULE, THE CONTRACT DOCUMENTS, AND/OR THE PROJECT SPECIFICATION. SPECIAL INSPECTIONS SHALL MEET THE
REQUIREMENTS OUTLINES IN THE SPECIFIC MATERIALS SECTIONS OF IBC SEC 1705. THE CONTRACTOR IS RESPONSIBLE FOR SCHEDULING THE INSPECTIONS, PER THE
CITY/BUILDING OFFICIAL REQUIREMENTS.
STRUCTURAL OBSERVATIONS: WHEN REQUIRED BY THE PROVISIONS OF SECTION 1704.6.1 OR 1704.6.2, THE OWNER OR THE OWNER'S AUTHORIZED AGENT SHALL
EMPLOY THE FOR TO PERFORM STRUCTURAL OBSERVATIONS. STRUCTURAL OBSERVATIONS DO NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR THE INSPECTIONS IN
SECTION 110 OR THE SPECIAL INSPECTIONS IN SECTION 1705 OR OTHER SECTIONS IN THE CODE.
CONCRETE MIXTURES: CONFORM TO ACI 318 CHAPTER 19 "CONCRETE: DESIGN AND DURABILITY REQUIREMENTS."
MATERIALS: CONFORM TO ACI 318 CHAPTERS 19 & 20.
SUBMITTALS: PROVIDE ALL SUBMITTALS REQUIRED BY ACI 301 SEC 4.1.2. SUBMIT MIX DESIGNS FOR EACH MIX IN THE TABLE BELOW.
TABLE OF MIX DESIGN REQUIREMENTS
MEMBER STRENGTH TEST AGE MAXIMUM EXPOSURE MAX MINIMUM
TYPE/LOCATION (PSI) (DAYS) AGGREGATE CLASSIFICATION W/C RATIO AIR CONTENT
FDN — RESIDENTIAL FIG 3500 28
F1, CO 0.45
4.5%
MIX DESIGN NOTES:
(1) W/C RATIO: WATER—CEMENTITIOUS MATERIAL RATIOS SHALL BE BASED ON THE TOTAL WEIGHT OF CEMENTITIOUS MATERIALS. RATIOS NOT SHOWN IN THE TABLE
ABOVE ARE CONTROLLED BY STRENGTH REQUIREMENTS.
(2) CEMENTITIOUS CONTENT:
A. THE USE OF FLY ASH, OTHER POZZOLANS, SILICA FUME, OR SLAG SHALL CONFORM TO ACI 301 SEC 4.2.2 9B. MAXIMUM AMOUNT OF FLY ASH SHALL
BE 20% OF TOTAL CEMENTITIOUS CONTENT UNLESS REVIEWED AND APPROVED OTHERWISE BY EOR.
B. FOR CONCRETE USED IN ELEVATED FLOORS, PORTLAND CEMENT CONTENT SHALL CONFORM TO ACI 301 SEC 4.2.2.1. ACCEPTANCE OF LOWER CEMENT
CONTENT IS CONTINGENT ON PROVIDING SUPPORTING DATA TO THE FOR FOR REVIEW AND ACCEPTANCE.
(1) AIR CONTENT: CONFORM TO ACI 301 SEC 4.2.2.4. HORIZONTAL EXTERIOR SURFACES IN CONTACT WITH THE SOIL REQUIRE ENTRAINED AIR. USE EXPOSURE
CATEGORY FO, SO, WO, AND CO UNLESS NOTED OTHERWISE. TOLERANCE IS +/— 1.5%. AIR CONTENT SHALL BE MEASURED AT POINT OF PLACEMENT.
(2) EXPOSURE CLASSIFICATION: THE MIX DESIGN PROVIDED SHALL MEET THE REQUIREMENTS OF ACI 318 CHAPTER 19, BASED ON THE EXPOSURE CLASSIFICATION
INDICATED IN THE TABLE ABOVE.
(3) SLUMP: UNLESS OTHERWISE SPECIFIED OR PERMITTED, CONCRETE SHALL HAVE AT THE POINT OF DELIVERY, A SLUMP OF 4" +/— 1". FOR ADDITIONAL CRITERIA,
REFERENCE ACI 301 SEC 4.2.2.2.
(4) NON —CHLORIDE ACCELERATOR: NON —CHLORIDE ACCELERATING ADMIXTURE MAY BE USED IN CONCRETE SLABS PLACED AT AMBIENT TEMPERATURES BELOW 50F
AT THE CONTRACTOR'S OPTION.
FORMWORK: CONFORM TO ACI 301 SEC 2 "FORMWORK AND FORM ACCESSORIES." REMOVAL OF FORMS SHALL CONFORM TO SEC 2.3.2 EXCEPT STRENGTH INDICATED
IN SEC 2.3.2.5 SHALL BE 0.75 F'C.
MEASURING, MIXING, AND DELIVERY: CONFORM TO ACI 301 SEC 4.3.
HANDLING, PLACING, CONSTRUCTING, AND CURING: CONFORM TO ACI 301 SEC 5.
EMBEDDED ITEMS: POSITION AND SECURE IN PLACE EXPANSION JOINT MATERIAL, ANCHORS AND OTHER STRUCTURAL AND NON—STRUCTURAL EMBEDDED ITEMS
BEFORE PLACING CONCRETE. CONTRACTOR SHALL REFER TO MECHANICAL, ELECTRICAL, PLUMBING, AND ARCHITECTURAL DRAWINGS AND COORDINATE ALL OTHER
EMBEDDED ITEMS.
GROUTED REBAR AND ANCHOR BOLTS: FOLLOW MANUFACTURER'S WRITTEN INSTRUCTIONS: DRILL HOLES IN EXISTING CONCRETE TO DEPTH NOTED ON PLANS OR TO
DEPTH AS NECESSARY TO DEVELOP THE STRENGTH OF THE REBAR LISTED IN THE MANUFACTURER'S ICC—ESR/IAPMO—ER REPORT. DRILL THE HOLE DIAMETER PER
MANUFACTURER'S INSTRUCTIONS. ROUGHEN SIDES OF HOLES BY PERCUSSIVE DRILLING METHODS. HOLES SHALL BE BRUSHED AND BLOWN FREE OF DEBRIS AND
SURFACE RESIDUE BEFORE GROUTING OPERATION. SPECIAL INSPECTION IS REQUIRED.
CONCRETE REINFORCEMENT
REFERENCE STANDARDS: CONFORM TO:
(1) ACI 301 "STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE."SEC 3" REINFORCEMENT, AND REINFORCEMENT SUPPORTS."
(2) IBC CHAPTER 19, CONCRETE.
(3) ACI 318 AND ACI 318R.
(4) ACI SP-66 "ACI DETAILING MANUAL" INCLUDING ACI 315 "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT."
(5) CRSI MSP-2 "MANUAL OF STANDARD PRACTICE."
(6) ANSI/AWS D1.4 "STRUCTURAL WELDING CODE — REINFORCING STEEL."
SUBMITTALS: CONFORM TO ACI 301 SEC 3.1.1 "SUBMITTALS, DATA, AND DRAWINGS." SUBMIT PLACING DRAWINGS SHOWING FABRICATION DIMENSIONS AND LOCATIONS
FOR PLACEMENT OF REINFORCEMENT AND REINFORCEMENT SUPPORTS.
MATERIALS:
REINFORCING BARS
WELDABLE REINFORCING BARS
SMOOTH WELDED WIRE FABRIC
DEFORMED WELDED WIRE FABRIC
BAR SUPPORTS
TIE WIRE
ASTM A615, GRADE 60, DEFORMED BARS.
ASTM A706, GRADE 60, DEFORMED BARS.
ASTM A185
ASTM A497
CRSI MSP-2, CHAPTER 3 "BAR SUPPORTS."
16.5 GAGE OR HEAVIER, BLACK ANNEALED.
FABRICATION: CONFORM TO ACI 301, SEC 3.2.2 "FABRICATION," AND ACI SP-66 "ACI DETAILING MANUAL."
WELDING: BARS SHALL NOT BE WELDED UNLESS AUTHORIZED. WHEN AUTHORIZED, CONFORM TO ACI 301, SEC 3.2.2.2. "WELDING" AND PROVIDE ASTM A706, GRADE
60 REINFORCEMENT.
PLACING: CONFORM TO ACI 301, SEC 3.3.2 "PLACEMENT." PLACING TOLERANCES SHALL CONFORM TO SEC 3.3.2.1 "TOLERANCES."
CONCRETE COVER: CONFORM TO THE FOLLOWING COVER REQUIREMENTS FROM ACI 301, TABLE 3.3.2.3.
CONCRETE CAST AGAINST EARTH 3"
CONCRETE EXPOSED TO EARTH OR WEATHER (#5 & SMALLER) 1-1/2"
CONCRETE EXPOSED TO EARTH OR WEATHER (#6 & LARGER) 2"
BARS IN SLABS AND WALLS 3/4"
THE FOLLOWING STRUCTURAL OBSERVATIONS ARE REQUIRED TO BE COMPLETED BY THE FOR DURING CONSTRUCTION. THE FOR IS TO BE NOTIFIED WHEN ELEMENTS
LISTED BELOW ARE SUBSTANTIALLY COMPLETE AND READY FOR OBSERVATION. CONTACT THE FOR A MINIMUM OF (2) BUSINESS DAYS PRIOR TO COVERING THE WORK SPLICES & DEVELOPMENT LENGTH: CONFORM TO ACI 301, SEC 3.3.2.7. REFER TO "LAP SPLICE & DEVELOPMENT SCHEDULE" ON PLANS FOR TYPICAL SPLICES. THE
SPLICES AND DEVELOPMENT LENGTHS INDICATED ON INDIVIDUAL SHEETS CONTROL OVER THE SCHEDULE. USE CLASS B SPLICES UNLESS OTHERWISE NOTED.
SOILS AND FOUNDATIONS MECHANICAL CONNECTIONS MAY BE USED WHEN APPROVED BY THE EOR.
REFERENCE STANDARDS: CONFORM TO IBC CHAPTER 18 "SOILS AND FOUNDATIONS."
GEOTECHNICAL REPORT: RECOMMENDATIONS CONTAINED IN "UPDATED GEOTECHNICAL ENGINEERING STUDY RAINIER CREST DIVISION II (LOTS 1-7) PROPOSED
RESIDENTIAL DEVELOPMENT" BY EARTH SOLUTIONS NW LLC, DATED FEBRUARY 2, 2015 & UPDATED MARCH 17, 2017 WAS USED FOR DESIGN.
GEOTECHNICAL INSPECTION: THE GEOTECHNICAL ENGINEER OR THIRD —PARTY INSPECTOR SHALL INSPECT ALL PREPARED SOIL BEARING SURFACES PRIOR TO
PLACEMENT OF CONCRETE AND REINFORCING STEEL AND PROVIDE A LETTER TO THE OWNER STATING THAT SOILS ARE ADEQUATE TO SUPPORT THE "ALLOWABLE
FOUNDATION PRESSURE" SHOWN BELOW. SOIL COMPACTION SHALL BE SUPERVISED BY AN APPROVED TESTING AGENCY OR GEOTECHNICAL ENGINEER. SITE SOIL
CONDITIONS, FILL PLACEMENT, AND LOAD —BEARING REQUIREMENTS SHALL BE AS REQUIRED BY SECTION 1705.6 AND TABLE 1705.6. ASSUMED VALUES SHALL BE
FIELD VERIFIED BY THE BUILDING OFFICIAL OR THE GEOTECHNICAL ENGINEER PRIOR TO PLACING CONCRETE. THE BUILDING OFFICIAL SHALL BE PERMITTED TO WAIVE
THE REQUIREMENT FOR A GEOTECHNICAL INVESTIGATION WHERE SATISFACTORY DATA FROM ADJACENT AREA IS AVAILABLE THAT DEMONSTRATES AN INVESTIGATION IS
NOT NECESSARY FOR ANY OF THE CONDITIONS IN SECTIONS 1803.5.1 — 1803.5.6 AND SECTIONS 1803.5.10 — 1803.5.11.
REINFORCING BAR CHART
BAR SIZE
TOP BARS
OTHER BARS
DEVELOPMENT LENGTH, Ld
#4
33"
25"
19"
#5
41 "
31 "
24"
#6
48"
37„
29„
#7
70"
54"
41"
#8
80"
62"
47"
#9
90"
70"
53"
#10
100"
78"
59"
#11
110"
85"
65"
SCHEDULE NOTES:
1. ALL LENGTHS ARE IN INCHES AND FOR f'c= 4,000 PSI.
2. "TOP BARS" ARE HORIZONTAL REINFORCEMENT SO PLACED THAT MORE THAN 12" OF CONIC IS CAST IN THE MEMBER BELOW THE BAR.
3. FOR f'c = 5,000 PSI USE 90% OF LENGTH.
4. FOR f'c = 3,000 PSI USE 115% OF LENGTH.
FIELD BENDING: CONFORM TO ACI 301 SEC 3.3.2.8. "FIELD BENDING OR STRAIGHTENING." BAR SIZES #3 THROUGH #5 MAY BE FIELD BENT COLD THE FIRST TIME.
OTHER BARS REQUIRE PREHEATING. DO NOT TWIST BARS.
STRUCTURAL STEEL
DESIGN STANDARDS: STRUCTURAL STEEL FOR THIS PROJECT IS DESIGNED IN ACCORDANCE WITH THE LATEST EDITION OF THE AISC STEEL CONSTRUCTION MANUAL.
REFERENCE STANDARDS: CONFORM TO:
(1) AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS & BRIDGES."
(2) RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS."
(3) AWS D1.1 "STRUCTURAL WELDING CODE — STEEL."
(4) AWS D1.3 "STRUCTURAL WELDING CODE — SHEET STEEL."
(5) AWS D1.8 "STRUCTURAL WELDING CODE — SEISMIC SUPPLEMENT."
(6) AISC 341 "SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS."
(7) ASCE 3 "STANDARD FOR THE STRUCTURAL DESIGN OF COMPOSITE SLABS."
WELDING: CONFORM TO AWS D1.1, D1.3 & D1.8. WELDERS SHALL BE CERTIFIED IN ACCORDANCE WITH AWS AND WABO REQUIREMENTS. USE E70 ELECTRODES OF
TYPE REQUIRED FOR MATERIALS TO BE WELDED.
SHOP PAINTING: CONFORM TO AISC 360, AISC SPECIFICATION SEC M3, AND AISC CODE SEC 6.5. DO NOT PAINT STEEL TO BE EMBEDDED IN CONCRETE. DO NOT
PAINT SURFACES TO BE FIELD WELDED OR WHERE SLIP —CRITICAL BOLTS ARE SPECIFIED. ALL OTHER INTERIOR STEEL SHALL BE PAINTED WITH ONE COAT OF
GREY SHOP PRIMER. ALL EXPOSED EXTERIOR STEEL SHALL BE PAINTED WITH AN EXTERIOR MULTI —COAT SYSTEM AS PER THE ARCHITECT OR PROJECT
SPECIFICATIONS. FIELD TOUCH—UP PAINTING SHALL BE WITH PRIMER FOR EXPOSED INTERIOR SURFACES AND AS PER THE ARCHITECT OR PROJECT
SPECIFICATIONS FOR EXPOSED EXTERIOR SURFACES.
GALVANIZING: ALL EXPOSED STEEL OUTSIDE THE BUILDING ENVELOPE SHALL BE HOT —DIPPED GALVANIZED. APPLY FIELD TOUCH—UPS PER PROJECT
SPECIFICATIONS.
ERECTION: CONFORM TO AISC SPECIFICATION SEC M4 "ERECTION" AND AISC CODE SEC 7 "ERECTION." STEEL WORK SHALL BE CARRIED UP TRUE AND PLUMB
WITHIN THE LIMITS DEFINED IN AISC CODE SEC 7.11.
BRACING: THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING BY AISC SPECIFICATION SEC M4.2 "BRACING" AND AISC CODE SEC 7.10 "TEMPORARY SUPPORT
OF STRUCTURAL STEEL FRAMES."
LE 000000000000000000000000000000000000000000000
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT
RECEIVED
Jul 29 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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BASE PLATE PER 1/S300 1 1
BOLTS 1/S300
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POST PER 1/S300
I
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FULL PEN
SECTION C-C
D ETAI L
4 SCALE: 3'1 1 0"
BASE PLATE
RECEIVED
Jul 29 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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DATE: 2024.07.12
JOB NO: 24-097
SHEET: 3 OF 2
DWG NO: S300
L2 ENGINEERS, LLC
17848 NE 198th Place
Woodinville, WA 98072
Swedish Signs
21600 Highway 99
Edmonds, WA 98026
Division 10 Signs
Jordan Weiner
24-097
Structural Calculations
07/19/2024
Iz
L2 Engineers, LLC 1 17848 NE 1981b Place, Woodinville, WA 98072 1 206-251-2346
L2 ENGINEERS, LLC
17848 NE 198th Place
Woodinville, WA 98072
Table of Contents
• Design Basis and Loads
• Calculations
Iz
L2 Engineers, LLC 1 17848 NE 1981b Place, Woodinville, WA 98072 1 206-251-2346
L2 ENGINEERS, LLC
17848 NE 198th Place
Woodinville, WA 98072
Design Basis and Loads
Location
Latitude 47.802861 N
Longitude 122.330730 W
Elevation 343 ft (NAVD 88) [ASCE Hazards Report]
Iz
Building Code
The applicable design code is the 2021 International Building Code (IBC) as adopted by Washington
State. [City of Edmunds Municipal Code]
General
Load Standard: 2021 IBC Chapter 16
Risk Category: IV
Exposure: B
Soil Class: D - Default
Loads
Dead: 20 psf assumption
Wind: V = 109 mph [ASCE Design Hazards Report]
Geotechnical
Presumptive load -bearing values of soils have been assumed to be 1500 psf per IBC Section 1806, Table
1806.2 [Presumptive Load -Bearing Values]. This load -bearing value of soils is for Class 5 materials (CL,
ML, MH, and CH).
Materials
Concrete:
Compressive strength, Fc = 3500 psi (28-days)
Exposure: F1 SO WO C1
Concrete reinforcement: fs = 60 ksi [ASTM A615, Gr. 60]
L2 Engineers, LLC 1 17848 NE 1981b Place, Woodinville, WA 98072 1 206-251-2346
ASCE
AMERICAN SOCIM OF CIVIL ENGINEERS
Address:
21600 Highway 99
Edmonds, Washington
98026
ASCE Hazards Report
Standard: ASCE/SE17-16 Latitude: 47.802942
Risk Category: IV Longitude:-122.33072
Soil Class: D - Default (see Elevation: 342.84387519016377 ft
Section 11.4.3) (NAVD 88)
II•�iuhr
s
212M St SW
17
Cat` F'
AM <
L
I IGIh SI SW
SrWIM Ed—J.
Ho 1pr1 ;
Y
F.W. �� 4
JI SN O S
r
u/,d,Ian I:7m
tir• — c
Wind
I i
E nmona�
MIY�
Ibw�
ON i �•
CM CllnrF lli � i ..
INbmb t
1
Kitkland t
Results:
Wind Speed
109 Vmph
10-year MRI
67 Vmph
25-year MRI
74 Vmph
50-year MRI
78 Vmph
100-year MRI
83 Vmph
Data Source:
ASCE/SEI 7-16, Fig. 26.5-1 D and Figs. CC.2-1—CC.2-4, and Section 26.5.2
Date Accessed:
Wed Jul 10 2024
Value provided is 3-second gust
wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours.
Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 1.6% probability of exceedance in 50 years (annual exceedance probability =
0.00033, MRI = 3,000 years).
Site is not in a hurricane -prone
region as defined in ASCE/SEI 7-16 Section 26.2.
https://ascehazardtool.org/ Page 1 of 3 Wed Jul 10 2024
E®
AMERICAN SOCIETY OF CIVIL ENGINEERS
Seismic
Site Soil Class: D - Default (see Section 11.4.3)
Results:
SS
1.282
Sp,
N/A
S,
0.451
TL
6
Fa
1.2
PGA:
0.546
Fv
N/A
PGA M :
0.656
S MS
1.539
F PGA
1.2
SM,
N/A
le
1.5
SIDS :
1.026
Cv
1.356
Ground motion hazard analysis may be required. See ASCE/SEI
7-16 Section 11.4.8.
Data Accessed:
Wed Jul 10 2024
Date Source:
USGS Seismic Design
Maps
hftps:Hascehazardtool.org/ Page 2 of 3 Wed Jul 10 2024
L2 ENGINEERS, LLC
17848 NE 198th Place
Woodinville, WA 98072
Calculations
Iz
L2 Engineers, LLC 1 17848 NE 1981b Place, Woodinville, WA 98072 1 206-251-2346
5 Vr---OZSH SFsNs
6R4vrrr Lo.+O
14SUMC ZO P.SF DE*o Loon
22.5 Pi-"
Z 2. 5 1-20 = Lf-5o 413 DG,fo Loan
LAreR,#L La.-o :
VrND Lo,4D77AI& COA/MOL-S Jey =A✓S PE.CTrot/.
USED 4-5CE 7 -16, CH fPrEIR 2-y Foe. Cf LcoL.*rron/s .
RISK 6krEGoay
WTvo SpEEO : /01
Ki = 0. gS
K,.f = I. oo
k� = 1. 00
k2= 0.5 ?
4$CE
7 -16,
i. 5 -1
,,-i p k hSC.E
7 H*E.*RO Tool.
k5e-E
7-16,
St-CTrav 2.6-L
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ASCE
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7-14,
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ASCE
7-16,
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= o.00zsC[d.s�Jri.o]�o.s51G.o31o�2
= 14. 7-Lt
Cp Fitcw4 4-SCE 7- l6, FrG 21.3-1
8/6 = 0.1
051 0 5/5 = O- 5
C-f=1.55
F=Y-HGL4:4s
= Zz.s
\I',+LO._c 6/C -rr's M oR E CAS 0AV' -TZVE
k5C- E
606C)T511 SZGNS
24-Oct ?
DALAI RH.ULM
/gdwC t! i 00C % o OZVO
.4SC E 7 - l6, Fie. Zcy. 3 I
/I = 437 , 2.7S
r4 = 1201,1 A-1{.s
L2 ENGINEERS, LLC
17848 NE 198th Place
Woodinville, WA 98072
Design Component Key
5/16" THICK BASE PLATE
(4) 5/8" 0 36 KSI L-BOLT
0
3XS PIPE POST
Fr=7
602420
L2 Engineers, LLC 1 17848 NE 1981b Place, Woodinville, WA 98072 1 206-251-2346
Project Title: Swedish Signs
Engineer: ddp
Project ID: 24-097
Project Descr:
General Footing
Project File: 24-097 Swedish Signs.ec6
LIC# : KW-06016908, Build:20.23.10.02
L2 Engineers (c) ENERCALC
INC 1983-2023
DESCRIPTION: 602420
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Material Properties
Soil Design Values
fc : Concrete 28 day strength =
3.50 ksi
Allowable Soil Bearing =
1.50 ksf
fy : Rebar Yield =
60.0 ksi
Soil Density =
110.0 pcf
Ec : Concrete Elastic Modulus =
3,122.0 ksi
Increase Bearing By Footing Weight =
No
Concrete Density =
145.0 pcf
Soil Passive Resistance (for Sliding) =
250.0 pcf
(P Values Flexure =
0.90
Soil/Concrete Friction Coeff. =
0.30
Shear =
0.750
Increases based on footing Depth
Analysis Settings
Footing base depth below soil surface =
1.50 ft
Min Steel % Bending Reinf.
=
Allow press. increase per foot of depth =
ksf
Min Allow % Temp Reinf.
= 0.00180
when footing base is below =
ft
Min. Overturning Safety Factor
= 1.0 : 1
Min. Sliding Safety Factor
= 1.0 : 1
Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure
Yes
Allowable pressure increase per foot of depth
Use ftg wt for stability, moments & shears
Yes
=
ksf
Add Pedestal Wt for Soil Pressure
No
when max. length or width is greater than
=
ft
Use Pedestal wt for stability, mom & shear
No
Dimensions
Width parallel to X-X Axis =
2.0 ft
Length parallel to Z-Z Axis =
5.0 ft
Z
Footing Thickness =
20.0 in
Pedestal dimensions...
Xo X
px : parallel to X-X Axis =
in
pz : parallel to Z-Z Axis =_
in
Height
in
M
Rebar Centerline to Edge of Concrete...
at Bottom of footing =
3.0 in
0
Reinforcing
240° Jw
Bars parallel to X-X Axis
Number of Bars -
7
Reinforcing Bar Size =
# 5
Bars parallel to Z-Z Axis
Number of Bars =
3
---_-_-_
Reinforcing Bar Size =
# 5
_ _
Bandwidth Distribution Check ACI15.4.4.2
7 - # 5 BarsDirection
�HNEN
Requiring Closer Separation
_
}'=='"
Bars along X-X Axis M
# Bars required within zone
57.1 % X- --Section Looking -to Z
# Bars required on each side of zone
42.9 %
Applied Loads
P : Column Load
OB : Overburden
M-xx
M-zz
V-x
V-z
D
0.450
Lr L S W E H
k
ksf
k-ft
1.205 k-ft
0.4370 k
k
Project Title: Swedish Signs
Engineer: ddp
Project ID: 24-097
Project Descr:
General Footing Project File: 24-097 Swedish Signs.ec6
LIC# : KW-06016908, Build:20.23.10.02 L2 Engineers (c) ENERCALC INC 1983-2023
DESCRIPTION: 602420
DESIGN SUMMARY
Min. Ratio
Item
Applied
Capacity
Governing Load Combination
PASS 0.4648
Soil Bearing
0.6972 ksf
1.50 ksf
+0.60D+0.60W about
Z-Z axis
PASS n/a
Overturning - X-X
0.0 k-ft
0.0 k-ft
No Overturning
PASS 1.483
Overturning - Z-Z
1.160 k-ft
1.720 k-ft
+0.60D+0.60W
PASS 7.331
Sliding - X-X
0.2622 k
1.922 k
+0.60D+0.60W
PASS n/a
Sliding - Z-Z
0.0 k
0.0 k
No Sliding
PASS n/a
Uplift
0.0 k
0.0 k
No Uplift
PASS 0.008552
Z Flexure (+X)
0.2779 k-ft/ft
32.489 k-ft/ft
+0.90D+W
PASS 0.004336
Z Flexure (-X)
0.1409 k-ft/ft
32.489 k-ft/ft
+1.20D+W
PASS 0.005665
X Flexure (+Z)
0.1969 k-ft/ft
34.755 k-ft/ft
+1.40D
PASS 0.005665
X Flexure (-Z)
0.1969 k-ft/ft
34.755 k-ft/ft
+1.40D
PASS n/a
1-way Shear (+X)
0.0 psi
88.741 psi
n/a
PASS 0.0
1-way Shear (-X)
0.0 psi
0.0 psi
n/a
PASS 0.003828
1-way Shear (+Z)
0.3397 psi
88.741 psi
+1.40D
PASS 0.003828
1-way Shear (-Z)
0.3397 psi
88.741 psi
+1.40D
PASS n/a
2-way Punching
0.7162 psi
88.741 psi
+0.90D+W
\ Top reinforcing
\
mat required (see 'Bending' tab).
! Hand check
required for anchor
pullout.
Detailed Results
Soil Bearing
Rotation Axis &
Xecc Zecc
Actual
Soil Bearing Stress @ Location
Actual / Allow
Load Combination...
Gross Allowable (in)
Bottom, -Z
Top, +Z
Left, -X Right, +X
Ratio
X-X, D Only
1.50
n/a 0.0
0.2867
0.2867
n/a n/a
0.191
X-X, +D+0.60W
1.50
n/a 0.0
0.2867
0.2867
n/a n/a
0.191
X-X, +D+0.450W
1.50
n/a 0.0
0.2867
0.2867
n/a n/a
0.191
X-X, +0.60D+0.60W
1.50
n/a 0.0
0.1720
0.1720
n/a n/a
0.115
X-X, +0.60D
1.50
n/a 0.0
0.1720
0.1720
n/a n/a
0.115
Z-Z, D Only
1.50
0.0 n/a
n/a
n/a
0.2867 0.2867
0.191
Z-Z, +D+0.60W
1.50
4.856 n/a
n/a
n/a
0.0 0.6384
0.426
Z-Z, +D+0.450W
1.50
3.642 n/a
n/a
n/a
0.02828 0.5451
0.363
Z-Z, +0.60D+0.60W
1.50
8.093 n/a
n/a
n/a
0.0 0.6972
0.465
Z-Z, +0.60D
1.50
0.0 n/a
n/a
n/a
0.1720 0.1720
0.115
Overturning Stability
Rotation Axis &
Load Combination...
Overturning Moment
Resisting Moment
Stability Ratio
Status
X-X, D Only
None
0.0 k-ft
Infinity
OK
X-X, +D+0.60W
None
0.0 k-ft
Infinity
OK
X-X, +D+0.450W
None
0.0 k-ft
Infinity
OK
X-X, +0.60D+0.60W
None
0.0 k-ft
Infinity
OK
X-X, +0.60D
None
0.0 k-ft
Infinity
OK
Z-Z, D Only
None
0.0 k-ft
Infinity
OK
Z-Z, +D+0.60W
1.160 k-ft
2.867 k-ft
2.471
OK
Z-Z, +D+0.450W
0.870 k-ft
2.867 k-ft
3.295
OK
Z-Z, +0.60D+0.60W
1.160 k-ft
1.720 k-ft
1.483
OK
Z-Z, +0.60D
None
0.0 k-ft
Infinity
OK
Sliding Stability
All units k
Force Application Axis
Load Combination...
Sliding Force
Resisting Force
Stability Ratio
Status
X-X, D Only
0.0 k
2.266 k
No Sliding
OK
X-X, +D+0.60W
0.2622 k
2.266 k
8.643
OK
X-X, +D+0.450W
0.1967 k
2.266 k
11.524
OK
X-X, +0.60D+0.60W
0.2622 k
1.922 k
7.331
OK
X-X, +0.60D
0.0 k
1.922 k
No Sliding
OK
Z-Z, D Only
0.0 k
1.423 k
No Sliding
OK
Z-Z, +D+0.60W
0.0 k
1.423 k
No Sliding
OK
Project Title: Swedish Signs
Engineer: ddp
Project ID: 24-097
Project Descr:
General Footing
Project File: 24-097 Swedish Signs.ec6
LIC# : KW-06016908, Build:20.23.10.02
L2 Engineers
(c) ENERCALC INC 1983-2023
DESCRIPTION: 602420
Sliding Stability
All units k
Force Application Axis
Load Combination...
Sliding Force
Resisting Force
Stability Ratio Status
Z-Z, +D+0.450W
0.0 k
1.423 k
No Sliding OK
Z-Z, +0.60D+0.60W
0.0 k
1.079 k
No Sliding OK
Z-Z, +0.60D
0.0 k
1.079 k
No Sliding OK
Footing Flexure
Flexure Axis & Load Combination
X-X, +1.40D
X-X, +1.40D
X-X, +1.20D
X-X, +1.20D
X-X, +1.20D+0.50W
X-X, +1.20D+0.50W
X-X, +1.20D+W
X-X, +1.20D+W
X-X, +0.90D+W
X-X, +0.90D+W
X-X, +0.90D
X-X, +0.90D
Z-Z, +1.40D
Z-Z, +1.40D
Z-Z, +1.20D
Z-Z, +1.20D
Z-Z, +1.20D+0.50W
Z-Z, +1.20D+0.50W
Z-Z, +1.20D+W
Z-Z, +1.20D+W
Z-Z, +0.90D+W
Z-Z, +0.90D+W
Z-Z, +0.90D
Z-Z, +0.90D
One Way Shear
Load Combination...
+1.40D
+1.20D
+1.20D+0.50W
+1.20D+W
+0.90D+W
+0.90D
Two -Way "Punching" Shear
Load Combination...
+1.40D
+1.20D
+1.20D+0.50W
+1.20D+W
+0.90D+W
+0.90D
Mu
Side
Tension
As Req'd
Gvrn. As
Actual As
Phi*Mn
k-ft
Surface
in^2
inA2
inA2
k-ft
0.1969
+Z
Bottom
0.4320
AsMin
0.4650
34.755
0.1969
-Z
Bottom
0.4320
AsMin
0.4650
34.755
0.1688
+Z
Bottom
0.4320
AsMin
0.4650
34.755
0.1688
-Z
Bottom
0.4320
AsMin
0.4650
34.755
0.1688
+Z
Bottom
0.4320
AsMin
0.4650
34.755
0.1688
-Z
Bottom
0.4320
AsMin
0.4650
34.755
0.1688
+Z
Bottom
0.4320
AsMin
0.4650
34.755
0.1688
-Z
Bottom
0.4320
AsMin
0.4650
34.755
0.1266
+Z
Bottom
0.4320
AsMin
0.4650
34.755
0.1266
-Z
Bottom
0.4320
AsMin
0.4650
34.755
0.1266
+Z
Bottom
0.4320
AsMin
0.4650
34.755
0.1266
-Z
Bottom
0.4320
AsMin
0.4650
34.755
0.03150
-X
Bottom
0.4320
AsMin
0.4340
32.489
0.03150
+X
Bottom
0.4320
AsMin
0.4340
32.489
0.0270
-X
Bottom
0.4320
AsMin
0.4340
32.489
0.0270
+X
Bottom
0.4320
AsMin
0.4340
32.489
0.06966
-X
Top
0.4320
AsMin
0.4340
32.489
0.1237
+X
Bottom
0.4320
AsMin
0.4340
32.489
0.1409
-X
Top
0.4320
AsMin
0.4340
32.489
0.2458
+X
Bottom
0.4320
AsMin
0.4340
32.489
0.1088
-X
Top
0.4320
AsMin
0.4340
32.489
0.2779
+X
Bottom
0.4320
AsMin
0.4340
32.489
0.02025
-X
Bottom
0.4320
AsMin
0.4340
32.489
0.02025
+X
Bottom
0.4320
AsMin
0.4340
32.489
Vu@-X Vu@+X
0.00 psi
0.00 psi
0.00 psi
0.00 psi
0.00 psi
0.00 psi
0.00 psi
0.00 psi
0.00 psi
0.00 psi
0.00 psi
0.00 psi
Vu @ -Z Vu @ +Z
Vu: Max
0.34 psi
0.34 psi
0.34 psi
0.29 psi
0.29 psi
0.29 psi
0.29 psi
0.29 psi
0.29 psi
0.29 psi
0.29 psi
0.29 psi
0.22 psi
0.22 psi
0.22 psi
0.22 psi
0.22 psi
0.22 psi
Vu
Phi*Vn
Vu / Phi*Vn
0.44
psi
177.48psi
0.002469
0.38
psi
177.48psi
0.002116
0.38
psi
177.48psi
0.002116
0.53
psi
177.48psi
0.003012
0.72
psi
177.48psi
0.004035
0.28
psi
177.48psi
0.001587
Status
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
Phi Vn Vu / Phi*Vn
Status
88.74 psi
0.00
OK
88.74 psi
0.00
OK
88.74 psi
0.00
OK
88.74 psi
0.00
OK
88.74 psi
0.00
OK
88.74 psi
0.00
OK
All units k
Status
OK
OK
OK
OK
OK
OK
Steel Column
LIC# : KW-06016908, Build:20.23.10.0,
DESCRIPTION: 3xS Post
Code References
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Steel Section Name : Pipe3xs
Analysis Method : Allowable Strength
Steel Stress Grade
Fy : Steel Yield 36.0 ksi
E : Elastic Bending Modulus 29,000.0 ksi
Project Title: Swedish Signs
Engineer: ddp
Project ID: 24-097
Project Descr:
Project File: 24-097 Swedish Signs.ec6
Overall Column Height 5.0 ft
Top & Bottom Fixity Top Fixed, Bottom Fixed
Brace condition :
Unbraced Length for buckling ABOUT X-X Axis = 5.0 ft, K = 1.0
Unbraced Length for buckling ABOUT Y-Y Axis = 5.0 ft, K = 1.0
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 51.50 Ibs * Dead Load
Factor
AXIAL LOADS ...
Weight of Sign: Axial Load at 5.0 ft, D = 0.450 k
Wind Force: Axial Load at 2.750 ft, W = 0.4370 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.01448 : 1
Maximum Load Reactions..
Load Combination
+D+0.60W
Top along X-X
0.0 k
Location of max.above base
0.0 ft
Bottom along X-X
0.0 k
At maximum location values are ...
Top along Y-Y
0.0 k
Pa: Axial
0.7637 k
Bottom along Y-Y
0.0 k
Pn / Omega: Allowable
52.756 k
Ma-x : Applied
0.0 k-ft
Maximum Load Deflections
...
Mn-x / Omega: Allowable
5.228 k-ft
Along Y-Y 0.0 in
at 0.0ft above base
for load combination
Ma-y : Applied
0.0 k-ft
Mn-y / Omega: Allowable
5.228 k-ft
Along X-X 0.0 in
at 0.0ft above base
for load combination
PASS Maximum Shear Stress Ratii
0.0 : 1
Load Combination
0.0
Location of max.above base
0.0 ft
At maximum location values are ...
Va : Applied
0.0 k
Vn / Omega: Allowable
0.0 k
Load Combination Results
Maximum Axial + Bending Stress
Ratios
Maximum Shear Ratios
Load Combination Stress Ratio Status Location Cbx
Cby KxLx/Ry KyLy/Rx Stress Ratio Status Location
D Only 0.010 PASS
0.00 ft 1.00
1.00 52.63 52.63
0.000 PASS 0.00 ft
+D+0.60W 0.014 PASS
0.00 ft 1.00
1.00 52.63 52.63
0.000 PASS 0.00 ft
+D+0.450W 0.013 PASS
0.00 ft 1.00
1.00 52.63 52.63
0.000 PASS 0.00 ft
+0.60D+0.60W 0.011 PASS
0.00 ft 1.00
1.00 52.63 52.63
0.000 PASS 0.00 ft
+0.60D 0.006 PASS
0.00 ft 1.00
1.00 52.63 52.63
0.000 PASS 0.00 ft
Maximum Reactions
Note: Only non -zero reactions are listed.
Load Combination
D Only
+D+0.60W
+D+0.450W
+0.60D+0.60W
+0.60D
W Only
Extreme Reactions
Axial Reaction
@ Base
0.502
0.764
0.698
0.563
0.301
0.437
X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments
@ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top
Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments
Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top
Axial @ Base Maximum 0.764
Anchor Designer" for
Concrete Software
Version 3.3.2404.1
0
1.Project information
Project description:
Location:
Fastening description:
2. Input Data & Anchor Parameters
General
Design method:ACI 318-19
Units: Imperial units
Anchor Information:
Anchor type: Cast -in -place
Material: F1554 Grade 36
Diameter (inch): 0.625
Effective Embedment depth, her (inch): 3.438
Anchor category: -
Anchor ductility: Yes
hmin (inch): 4.81
Cmin (inch): 3.75
Smin (inch): 3.75
Recommended Anchor
Anchor Name: J- or L-Bolt - 5/8" 0 J- or L-Bolt, F1554 Gr. 36
Company:
L2 Engineers, LLC
Date:
7/19/2024
Engineer:
Brian J Loshbough
Page:
1/6
Project:
Swedish Signs
Address:
Phone:
E-mail:
Comment:
Base Material
Concrete: Normal -weight
Concrete thickness, h (inch): 20.00
State: Uncracked
Compressive strength, F. (psi): 3500
4V.,v: 1.4
Reinforcement condition: Supplementary reinforcement present
Supplemental edge reinforcement: No
Reinforcement provided at corners: No
Ignore concrete breakout in tension: No
Ignore concrete breakout in shear: No
Ignore 6do requirement: No
Build-up grout pad: Yes
Base Plate
Length x Width x Thickness (inch): 8.00 x 8.00 x 0.38
Yield stress: 36000 psi
Profile type/size: 3XS
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
Anchor Designerlm for
Concrete Software
Version 3.3.2404.1
0
Load and Geometry
Load factor source: ACI 318 Section 5.3
Load combination: not set
Seismic design: No
Anchors subjected to sustained tension: Not applicable
Apply entire shear load at front row: No
Anchors only resisting wind and/or seismic loads: No
Strength level loads:
Nua [lb]: -450
Wax [lb]: 0
Way [lb]: 437
Mux [ft-lb]: -1205
May [ft-lb]: 0
M [ft-lb]:0
<Figure 1>
Company:
L2 Engineers, LLC
Date:
7/19/2024
Engineer:
Brian J Loshbough
Page:
2/6
Project:
Swedish Signs
Address:
Phone:
E-mail:
450 lb
0 ft-lb Z
4
3
WIT11111—La 17
0
IM17
Y
437 lb
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
0
<Figure 2>
Anchor Designerlm for
Concrete Software
Version 3.3.2404.1
Company:
L2 Engineers, LLC
Date:
7/19/2024
Engineer:
Brian J Loshbough
Page:
3/6
Project:
Swedish Signs
Address:
Phone:
E-mail:
3. Resulting
Anchor Forces
Anchor
Tension load,
Shear load x,
Shear load y,
Shear load combined,
Nu. (lb)
Vuax (lb)
Way (lb)
�(Vuax)z+(Vuay)z (Ib)
1
1046.2
0.0
109.3
109.3
2
0.0
0.0
109.3
109.3
3
0.0
0.0
109.3
109.3
4
1046.2
0.0
109.3
109.3
Sum
2092.4
0.0
Maximum concrete compression strain (%o): 0.06
Maximum concrete compression stress (psi): 271
Resultant tension force (lb): 2092
Resultant compression force (lb): 2542
Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00
Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00
Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00
Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00
437.0
<Figure 3>
437.0
04 03
I
01 U2
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
Anchor Designer" for
Concrete Software
Version 3.3.2404.1
0
Company:
L2 Engineers, LLC
Date:
7/19/2024
Engineer:
Brian J Loshbough
Page:
4/6
Project:
Swedish Signs
Address:
Phone:
E-mail:
4. Steel Strength of Anchor in Tension (Sec. 17.6.1)
Ma (Ib) 0 ONsa (Ib)
13100 0.75 9825
5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.6.2)
Nb = kc)a�fchafl 5 (Eq. 17.6.2.2.1)
kc )a fc (psi) hof (in) Nb (Ib)
24.0 1.00 3500 3.438 9049
ONcbg =0(ANcIANco)7ec,NYed,N7'c,N7'cp,NNb (Sec. 17.5.1.2 & Eq. 17.6.2.1a)
ANc (in2) ANco (in2) ca,min (In) 7ec,N 7ed,N ye,N
168.22 106.35 - 1.000 1.000 1.25
6. Pullout Strength of Anchor in Tension (Sec. 17.6.3)
fNpn = fY ,PNP = fYc,P0.9f'cehda (Sec. 17.5.1.2, Eq. 17.6.3.1 & 17.6.3.2.2b)
Yo,a fc (psi) da (in) eb=3da (in) 0
Yep,N Nb (Ib) 0 ONcbg (Ib)
1.000 9049 0.75 13420
ONpn (Ib)
1.4 3500 0.63 1.88 0.70 3618
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
Anchor Designer" for
Concrete Software
Version 3.3.2404.1
0
8. Steel Strength of Anchor in Shear (Sec. 17.7.1)
Vsa (Ib) rpgrout 0 Ogrwtovsa (lb)
Company:
L2 Engineers, LLC
Date:
7/19/2024
Engineer:
Brian J Loshbough
Page:
5/6
Project:
Swedish Signs
Address:
Phone:
E-mail:
7865 0.8 0.65 4090
10. Concrete Pryout Strenath of Anchor in Shear (Sec. 17.7.3)
OVcpg = Okc^bg = okcp(A-1 ANco) `lec,N `led,N `l e,N `lcp,NNe (Sec. 17.5.1.2 & Eq. 17.7.3.1 b)
kcp ANc (in2) ANco (in2) 'Iec,N yed,N 'IqN ycp,N Nb (Ib) 0 OVcpg (Ib)
2.0 266.10
106.35 1.000
1.000 1.250
1.000 9049
0.70 39624
11. Results
Interaction of Tensile and Shear Forces (Sec. 17.8)
Tension
Factored Load, Nu (lb)
Design Strength, oNn (lb)
Ratio
Status
Steel
1046
9825
0.11
Pass
Concrete breakout
2092
13420
0.16
Pass
Pullout
1046
3618
0.29
Pass (Governs)
Shear
Factored Load, Vu (lb)
Design Strength, OW (lb)
Ratio
Status
Steel
109
4090
0.03
Pass (Governs)
Pryout
437
39624
0.01
Pass
Interaction check
NuaI^ Vua/OVn
Combined Ratio
Permissible
Status
Sec. 17.8.1 0.29 0.00 28.9% 1.0 Pass
5/8" 0 J- or L-Bolt, F1554 Gr. 36 with hef = 3.438 inch meets the selected design criteria.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
E-71►��1�z•�►■ Anchor Designer" for
Concrete Software
Version 3.3.2404.1
Base Plate Thickness
Company:
L2 Engineers, LLC
Date:
7/19/2024
Engineer:
Brian J Loshbough
Page:
6/6
Project:
Swedish Signs
Address:
Phone:
E-mail:
Required base plate thickness: 0.383 inch
Warning: input base plate thickness does not meet required base plate thickness.
Steel
Maximum stress
Calculated plate thickness
Stress distribution
36000 psi
32335 psi
0.383 inch
(32335 psi
24251 psi
16167 psi
8083 psi
0 psi
For ACI and CSA design methods, maximum base plate stress is limited to 0.9 times yield stress.
For ETAG design method, maximum base plate stress is limited to yield stress divide by 1.5.
Plate stress is derived using Von Mises theory.
F. Of . F 6Lf @
�.n = t + t, (Ca bottom) Of or- = t - t2 ()
6M,,.
Or,, _ t t' + ,' (2'bottom) of
Q� = F,, + 6M,a (@bottom) or
r t
V.
I;.
6,.
F, 6M
1Y — t23! (@ top)
FA, 6M*
or, Oro, Ory as follows:
St - or,, +or , + (OA -emu )2 +Q 2
2 2
S3 = 0
_ (S1-S2)2+(S1-SX+(S2—S3)2
QJ'we.lE;c - 2
12. Warnings
- Designer must exercise own judgement to determine if this design is suitable.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
Project Title: Swedish Signs
Engineer: ddp
Project ID: 24-097
Project Descr:
Steel Column Project File: 24-097 Swedish Signs.ec6
LIC# : KW-06016908, Build:20.23.10.02 L2 Engineers (c) ENERCALC INC 1983-2023
DESCRIPTION: US Post
Extreme Reactions
Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments
Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top
" Minimum
0.301
Reaction, X-X Axis Base Maximum
0.502
" Minimum
0.502
Reaction, Y-Y Axis Base Maximum
0.502
" Minimum
0.502
Reaction, X-X Axis Top Maximum
0.502
" Minimum
0.502
Reaction, Y-Y Axis Top Maximum
0.502
" Minimum
0.502
Moment, X-X Axis Base Maximum
0.502
" Minimum
0.502
Moment, Y-Y Axis Base Maximum
0.502
" Minimum
0.502
Moment, X-X Axis Top Maximum
0.502
" Minimum
0.502
Moment, Y-Y Axis Top Maximum
0.502
" Minimum
0.502
Maximum Deflections for Load Combinations
Load Combination Max. Deflection in X dir
Distance Max. Deflection in Y dir Distance
D Only
0.0000 in
0.000 ft 0.000 in 0.000 ft
+D+0.60W
0.0000 in
0.000 ft 0.000 in 0.000 ft
+D+0.450W
0.0000 in
0.000 ft 0.000 in 0.000 ft
+0.60D+0.60W
0.0000 in
0.000 ft 0.000 in 0.000 ft
+0.60D
0.0000 in
0.000 ft 0.000 in 0.000 ft
W Only
0.0000 in
0.000 ft 0.000 in 0.000 ft
Steel Section Properties : Pipe3xS
Depth = 3.500 in
I xx
= 3.70 inA4 J
S xx
= 2.11 inA3
Diameter = 3.500 in
R xx
= 1.140 in
Wall Thick = 0.301 in
Zx
= 2.910 inA3
Area = 2.830 inA2
Iyy
= 3.700 inA4
Weight = 10.300 plf
S yy
= 2.110 inA3
R yy
= 1.140 in
Ycg = 0.000 in
7.400 inA4
Project Title: Swedish Signs
Engineer: ddp
Project ID: 24-097
Project Descr:
Steel Column Project File: 24-097 Swedish Signs.ec6
LIC# : KW-06016908, Build:20.23.10.02 L2 Engineers (c) ENERCALC INC 1983-2023
DESCRIPTION: US Post
Sketches
+y
+X
0. SOk 0OSOk