HomeMy WebLinkAbout1851 E Deere Ave-Purlins - Plan26'-
2
"
±
100
'
-
0"±
160'-0
"
±
E D
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20'
-
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"
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421
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5
0
'
421
.
63'
320
'
320
'
⅊
⅊
⅊
⅊
200
'
-
0
"
235
'
-
6"
1851 E DEERE AVE
AREA OF WORK
PULLM
A
N
ST
WIL
L
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S
ST
PARKING
PARKING
705
.
7
3
'
284
.
2
3'
119
.
50'
200
.
5
0
'
537
.
85'
328
.
56'
345
.
2
1
'
217
'
60'
368.8
6
'
NOT IN
SCOPE
NOT IN
SCOPE
MEDTRONIC INC
1851 E DEERE AVE.
SANTA ANA, CA 92705
CONSULTANTS:
STRUCTURAL ENGINEER:
JEFF LUBBERTS SE
RGSE INC.
2720 COCHRAN STREET, SUITE 8B
SIMI VALLEY, CA. 93065
(805)522-3379 x113
jeffl@rgseinc.com
APPLICANT:
RAUL GARCIA
CAD MANAGER/PERMIT TECHNICIAN
RGSE INC.
2720 COCHRAN STREET, SUITE 8B
SIMI VALLEY, CA. 93065
(805)522-3379 x102
raulg@rgseinc.com
CONTRACTOR:
RANDY M. FAIR
PRESIDENT
CSA CONSTRUCTORS, INC.
562-897-0426
Randy@csaconstructors.com
SHEET INDEX:
CS - COVER SHEET
S0.01 - GENERAL NOTES
S0.10 - TYPICAL DETAILS
S1.00 - STRUCTURAL PLANS
S2.00 - FRAMING DETAILS
APPLICABLE CODES:
ALL MATERIAL, INSTALLATION AND WORK SHALL
COMPLY WITH THE FOLLOWING APPLICABLE
CODES AS AMENDED BY THE CITY ORDINANCE:
2022 CALIFORNIA BUILDING CODE (CBC)
2022 CALIFORNIA MECHANICAL CODE (CMC)
2022 CALIFORNIA ELECTRICAL CODE (CEC)
2022 CALIFORNIA PLUMBING CODE (CPC)
2022 CALIFORNIA RESIDENTIAL CODE (CRC)
2022 CALIFORNIA FIRE CODE (CFC)
2022 CALIFORNIA ENERGY CODE (CEnC)
2022 TITLE 24 ENERGY REGULATIONS
2022 CALIFORNIA GREEN BUILDING
STANDARDS CODE
2022 CALIFORNIA EXISTING BUILDING CODE
SCOPE OF WORK:
STRUCTURAL ENGINEERING SERVICES FOR A
PROPOSED RE-ROOFING AND VOLUNTARY
PURLIN STRENGTHENING.
VICINITY MAP
N.T.S. N
LOT DATA:
ADDRESS:
COUNTY:
ZONE:
APN:
LOT:
TRACT:
BLOCK:
LEGAL DESCRIPTION:
BUILDING SF:
LOT SF:
CONSTRUCTION TYPE:
OCCUPANCY GROUP:
YEAR BUILT:
PERSON IN CHARGE:
CONTACT INFO:
MAIL:
1851 E DEERE AVE.
SANTA ANA, CA 92705-5720
ORANGE
M1 (LIGHT INDUSTRIAL)
430-181-18
POR 107
IRVINE SUB
9
P BK 109 PG 1 PAR 1
47,100
134,814
III B, SPK
A-2, B, S-1
1970
ANDY VISSERS
SR. FACILITIES PROGRAM MANAGER
Medtronic Inc.
5920 LONGBOW DR.
BOULDER, CO 80301
Andres.j.vissers@medtronic.com
CELL (720) 878-5190
PO BOX 778
MINNEAPOLIS, MN 55440
UNITED STATES
PHONE: +1 763-514-8975
FAX: +1 651-367-0204
CO
V
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R
S
H
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T
CS
1/23/2025
. . .
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JOB NO:
PLOT DATE:
DRAWN:
ENGINEER:
SH
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:
24392
raulg@rgseinc.com
sokheanc@rgseinc.com
NO. DATEREVISION
REVISIONS
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No.6432J
EFFREY SCOTT LUBBERTS
STRU C T URALSTATEOFCALIFORNIA
REG
ISTERED PROFESS IONALENGINEER
SITE PLAN
SCALE: 1/64"=1'-0" N
1851 E DEERE AVE
E DYER RD
E WARNER AVE
WAR
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Bldg #101122960
APPROVALS:
PLNG - C. Santana
BLDG - G. Huang
PUBLIC WORKS - Y. Soto
1851 E Deere
Ave-Purlins4/8/2025
1
A101
BUILDING SECTION TAG
SECTION VIEW REFERENCE
SHEET NUMBER REFECENCE
1
A101
SIM WALL SECTION TAG
SECTION VIEW REFERENCE
SHEET NUMBER REFECENCE
EXTERIOR ELEVATION TAG
SHEET NUMBER REFERENCE
ELEVATION VIEW REFERENCE
EXTERIOR ELEVATION TAG
SHEET NUMBER REFERENCE
ELEVATION VIEW REFERENCE1
A101
1
A101
SEE SHEET INDEX FOR SHEDULES RELATED TO:
ROOM FINISHES, DOORS, WINDOWS, STOREFRONTS,
WALLS, EQUIPMENT AND TACTILE SIGNAGE
1
A101
SIM DETAIL TAG
DETAIL VIEW REFERENCE
SHEET NUMBER REFECENCE
OCCUPANCY GROUP(S):A-2, B, F-1, S-1 (NO CHANGE)
USE(S): OFFICES, LIGHT INDUSTRIAL (NO CHANGE)
BUILDING CONSTRUCTION TYPE: IIIB
FIRE SPRINKLERS (903.3.1.1 / NFPA 13): YES
BUILDING AREA - NO CHANGE
• ACTUAL:116,653 SF
BUILDING HEIGHT - NO CHANGE
• MAX ALLOWED (CBC): 40
• ACTUAL: 30
NUMBER OF STORIES -NO CHANGE
• MAX ALLOWED (CBC): 2
• ACTUAL: 2
KITCHENKIT.
MET./MTL
MIN.
MIR.
MISC.
MFR.
MECH.
MEMB.
MAX.
M.C.
LT.
LAM.
LAV.
LAB.
MANUFACTURER
MISCELLANEOUS
METAL
MIN.
MIRROR
MECHANICAL
MEDICINE CABINET
LAVATORY
LABORATORY
MAX.
LIGHT
LAMINATE
MEMBRANE
HORIZ.
HR.
INT.
JAN.
JT.
INSUL.
I.D.
HT.
GL.
HDWD.
HDWE.
H.M.
GR.
GYP.
H.B.
H.C.
HORIZONTAL
INSIDE DIAMETER
INSULATION
HOUR
JOINT
INTERIOR
JANITOR
HEIGHT
HOLLOW CORE
HARDWOOD
HOLLOW METAL
HARDWARE
GLASS
GRADE
GYPSUM
HOSE BIBB
F.P.
F.O.F.
F.O.S.
GA.
GALV.
FURR.
FUT.
F.O.M.
FTG.
FT.
F.E.
F.E.C.
F.A.
F.D.
FDN.
FLASH.
FLUOR.
F.O.C.
F.H.C.
FIN.
FL./FLR.
FACE OF MASONRY
GALVANIZED
FOOT OR FEET
FACE OF FINISH
FACE OF STUD
FIREPROOF
GAUGE
FURRING
FUTURE
FOOTING
FIRE EXTINGUISHER
FIRE EXTINGUISHER CABINET
FIRE ALARM
FLOOR DRAIN
FOUNDATION
FIRE HOSE CABINET
FACE OF CONCRETE
FLUORESCENT
FLASHING
FINISH
FLOOR
WATER CLOSET
WITHOUT
WATERPROOF
U.N.O.
VERIFY IN FIELD
VESTIBULE
WEIGHT
WD. WOOD
W/O
W.P.
U.N.O.
UR.
W/
W.C.
VEST.
W.
WT.
V.I.F.
WEST
WITH
URINAL
CONCRETECONC.
CONCRETE MASONRY UNIT
ELEV.
EQPT.
EXP.
EQ.
ENCL.
EMER.
EXT.
DWG.
E.
EA.
E.J.
D.S.P.
DWR.
DR.
D.S.
ELEC.
EL.
ELEVATOR
EMERGENCY
ENCLOSURE
EQUAL
EQUIPMENT
EXPOSED
EXTERIOR
EXPANSION JOINT
DOWNSPOUT
DRY STANDPIPE
ELECTRICAL
ELEVATION
EAST
EACH
DOOR
DRAWER
DRAWING
DIA.
DIM.
DISP.
DEMO.
DET.
DBL.
DEPT.
D.F.
C.T.
DN.
COMM.
C.M.U.
CONT.
CTR.
CORR.
CNTR.
CONN.
CONST.
DEMOLITION
DISPENSER
CERAMIC TILE
DEPARTMENT
DRINKING FOUNTAIN
DOUBLE
DETAIL
DIAMETER
DIMENSION
DOWN
COMMUNICATIONS
CONNECTION
CONSTRUCTION
CONTINUOUS
CENTER
CORRIDOR
COUNTER
S.ST. STAINLESS STEEL
TELEPHONE
TONGUE AND GROOVE
TOP OF PARAPET
TOILET PAPER DISPENSER
TOP OF WALL
TYPICAL
TOP OF CONCRETE
SERVICE SINK
STATION
STANDARD
STORAGE
STRUCTURAL
SUSPENDED
SYMMETRICAL
TEL.
T & G
THK.
T.O.C.
T.V.
T.O.W.
TYP.
T.O.P.
THICK
STD.
STL.
STA.
S.S.
SYM.
STRUCT.
SUSP.
STOR.
T. TREAD
STEEL
REINFORCE
REQUIRED
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ROUGH OPENING
SHOWER
SIMILAR
SPECIFICATION
SQUARE
SOLID CORE
SCHEDULE
SECTION
REDWOOD
SHWR.
SCHED.
SECT.
SPEC.
SQ.
SIM.
SHT. SHEET
R.O.
REQ.
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RM.
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S.C.
RWD.
S.
ROOM
SOUTH
AIR CONDITIONERA.C.
CAB.
C.O.
CLR.
CLKG.
CLO.
C.I.
CEM.
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BOT.
BM.
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BLK.
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CONCRETE OPENING
CAST IRON
CLEAR
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CLOSET
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COLUMN
BITUMINOUS
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AREA DRAIN
ADJACENT
AGGREGATE
APPROXIMATE
ARCHITECTURAL
POUND OR NUMBER
ANCHOR BOLT
ASPHALT
ALUMINUM
CENTERLINE
ANGLE
AND
AT
O.D. OUTSIDE DIAMETER
RADIUS
ROOF DRAIN
REFERENCE
REFRIGERATOR
PRE-CAST
PLASTIC LAMINATE
PLASTER
PLYWOOD
PARTITION
OFFICE
OPPOSITE
OPENING
PART.
REF.
REFR.
RAD.
R.D.
R. RISER
PLAS.
PLYWD.
PRCST.
P.LAM.
PL.
PT.
PR.
OFF.
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OPNG.
POINT
PLATE
PAIR
MULLION
NORTH
MOUNTED
MASONRY OPENING
NOT IN CONTRACT
MEZZANINE
OVERALL
NUMBER
NOMINAL
NEW
ON CENTER
NOT APPLICABLE
NOT TO SCALE
N.I.C.
O.A.
O.C.
N/A
NOM.
N.T.S.
(N)
NO. OR #
N.
MULL.
MEZZ.
M.O.
MTD.
VERTICALVERT.
(E)EXISTING
L
A.F.F. ABOVE FINISH FLOOR
ABV. ABOVE
ACOUST. ACOUSTICAL
A.F.G. ABOVE FINISH GRADE
A.S.W. AREA SEPERATION WALL
CLG.CEILING
F.F. FINISH FLOOR
F.G. FINISH GRADE
G.B. GRAB BAR
GYP.BD. GYPSUM BOARD
HDR. HEADER
HVAC HEATING, VENTILATING,
AIR CONDITIONING
OVERO/
PTD.
PRESSURE TREATED
PL PROPERTY LINE
PTN. PARTITION
P.T.D.F.
PAINTED
DOUGLAS FIR
REV. REVERSE
SLOPESL.
S+DP SHELF AND DOUBLE POLE
S+P SHELF AND POLE
T.B. TOWEL BAR
TELEVISION
T.P.
UNLESS NOTED OTHERWISEU.N.O.
W.H. WATER HEATER
DS + DP DOUBLE SHELF AND
DOUBLE POLE
SQUARE FOOTS.F.
LB.POUND
C.B.C. CALIFORNIA BUILDING CODE
STREETST.
TOP OF SLABT.O.S.
E.O.F.S. EDGE OF FLOOR SLAB
∠
∅
KEYNOTE TAG
# CLOUD AND REVISION DELTA
?
E
EXISTING TACTILE EXIT SIGNAGE
EXISTING CEILING MOUNTED EXIT
SIGNAGE ILLUMINATED
PROJECT LOCATION
SHEET:
CHECKED BY:
PROJECT NUMBER:
PHASE:
DATE:
DRAWN BY:
DRAWING TITLE:
CLIENT:
PR
O
J
E
C
T
F
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R
:
CONSULTANT:
PROFESSIONAL SEAL:
560 N Western Ave, Floor 2
Los Angeles, CA 90004
562-498-2400 TEL.
323-499-1647 FAX
www.klugerarchitects.com
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Printed:This drawing sheet is 30"x42" @ Full Size 1inch @ Full Size
AINROFILACFOETATS
RENEWAL
DATE
TCETIHCRADESNECIL
No. C 24283
CHA
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KLUGER
PROFESSIONAL SEAL:
REVISIONS SCHEDULE
3/10/2025 5:28:56 PM
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09-25
MEDTRONIC, INC.
10 MEDTRONIC
PARKWAY NE
MINNEAPOLIS, MN
55432
1851 E DEERE AVENUE,
SANTA ANA, CA 92705
MEDTRONIC SANTA ANA
PURLIN STRENGTHENING 3/10/25 PC 1 SUBMITTAL
PROPERTY OWNER
MEDTRONIC, INC.
10 MEDTRONIC PARKWAY NE
MINNEAPOLIS, MN 55432
TENANT
MEDTRONIC
7710 MEDTRONIC PARKWAY NE, MAILSTOP LS120
MINNEAPLOLIS, MN 55432
818.576.3359
ARCHITECT
KLUGER ARCHITECTS
560 N. WESTERN AVENUE, FLOOR 2
LOS ANGELES, CA 90004
(562) 498-2400
www.klugerarchitects.com
PRINCIPAL:
CHARLES E. KLUGER, AIA
ckuger@klugerarchitects.comSITE ADDRESS: 1851 E DEERE AVENUE, SANTA ANA, CA 92705
ASSESSORS PARCEL NO: 430-181-18
LOT/PARCEL AREA: POR 107
LEGAL DESCRIPTION: P BK 109 PG 1 PAR 1
ZONING: M1 (LIGHT INDUSTRIAL)
FAR: NO CHANGE
MAX HEIGHT: NO CHANGE
SETBACKS: NO CHANGE
ARCHITECT & CONSULTANTS
• 2022 CALIFORNIA BUILDING CODE (CBC)
• 2022 CALIFORNIA RESIDENTIAL CODE
• 2022 CALIFORNIA ENERGY CODE
• 2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
• 2022 CALIFORNIA MECHANICAL CODE (CMC)
• 2022 CALIFORNIA PLUMBING CODE (CPC)
• 2022 CALIFORNIA ELECTRICAL CODE (CEC)
• 2022 CALIFORNIA FIRE CODE (CFC)
• AND ALL OTHER CODES AND STANDARDS INCLUDED BY REFERENCE IN THE ABOVE LISTED CODE
SHEET # DRAWING TITLE
ARCHITECTURE
A001 TITLE SHEET
A002 GENERAL NOTES
A004 DISABLED ACCESS - ACCESSIBLE PARKING & CURB RAMPS
A005 DISABLED ACCESS - EGRESS COMPONENTS, SIGNAGE
A006 DISABLED ACCESS - DOORS, RESTROOMS AND FIXTURES
A100 SITE PLAN
A101 ADA PARKING STALL & ACCESSIBLE PATH PLAN
A200 GROUND FLOOR PLAN
A201 2ND FLOOR PLAN
A202 EXISTING FIRST FLOOR RESTROOM PLANS
A203 EXISTING RESTROOM PLANS
STRUCTURAL UNDER GENERAL CONTRACTOR'S CONTRACT
CS COVER SHEET
S0.01 GENERAL NOTES
S0.10 TYPICAL DETAILS
S1.00 ROOF FRAMING
S2.00 FRAMING DETAILS
ABBREVIATIONS SHEET INDEX
SYMBOL LEGEND
PROJECT SCOPE PROJECT DIRECTORY PLANNING APPROVAL
PROJECT INFORMATION
APPLICABLE CODES VICINITY MAP
BUILDING INFORMATION
PROJECT DESCRIPTION SUMMARY:
• SCOPE OF WORK IS LIMITED TO SOUTHERN BUILDING (1969 CONSTRUCTION) OF THE MEDTRONIC SITE LOCATED
AT THE PROJECT ADDRESS.
• LIMITED RENOVATION FOR PROPOSED RE-ROOFING AND VOLUNTARY PURLIN STRENGTHENING
CONTRACTOR
CSA CONSTRUCTORS. INC.
6826 ROSECRANS AVE
PARAMOUNT, CA 90723
RANDY M. FAIR
562.602.0482
OWNER REPRESENTATIVE
CONTRACTOR
CSA CONSTRUCTORS. INC.
ATTN: RANDY M. FAIR
STRUCTURAL
RGSE INC
STRUCTURAL ENGINEERS
2720 COCHRAN ST. SUITE 8B
SIMI VALLEY, CA 93065
805.522.3379
STRUCTURAL ENGINEER:
JEFF LUBBERTS
jeffl@rgseinc.com
ENGINEERS UNDER GENERAL
CONTRACTOR'S CONTRACT
1851 E Deere
Ave-Purlins4/8/2025
THESE GENERAL NOTES ARE INTENDED TO SUPPLEMENT, NOT REPLACE, THE PROJECT SPECIFICATIONS.
CONFLICTS BETWEEN THESE GENERAL NOTES AND THE SPECI FICATIONS SHALL BE BROUGHT TO THE ATTENTION
OF THE ARCHITECT FOR INTERPRETATION.
1. ALL WORK SHALL COMPLY WITH THE APPLICABLE LOCAL AND MUNICIPAL BUILDING CODES AS WELL AS
ALL APPLICABLE REGULATORY AGENCIES, INCLUDING, BUT NOT LIMITED TO CaIOSHA, SCAQMD, ETC.
GENERAL NOTES ARE APPLICABLE TO THIS ENTIRE DRAWING SET. IT IS NOT THE CONTRACTOR'S
RESPONSIBILITY TO ASCERTAIN THAT THE CONTRACT DOCUM ENTS ARE IN ACCORDANCE WITH APPLICABLE
LAWS, STATUTES, ORDINANCES, BUILDING CODES, AND RULES AND REGULATIONS. HOWEVER, IF THE
CONTRACTOR OBSERVES THAT PORTIONS OF THE CONTRACT DOCUMENTS ARE AT VARIANCE THEREWITH,
THE CONTRACTOR SHALL PROMPTLY NOTIFY THE ARCHITECT WITH APPROPRIATE MODIFICATION.
2. IN THE EVENT OF A CONFLICT WITH CODE REQUIREMENTS AND ITEMS CALLED OUT ON THE PLANS, THE
CODE OR CALL OUT WHICH ESTABLISHES THE HIGHER STANDARD SHALL TAKE PRECEDENCE. THE ARCHITECT
SHALL BE NOTIFIED OF ALL CONFLICTS.
3. DO NOT SCALE DRAWINGS. WRITTEN DIMENSIONS GOVERN.
4. THE TERMS "GENERAL CONTRACTOR", "CONSTRUCTION CONTRACTOR" AND "CONTRACTOR" SHALL BE
UNDERSTOOD TO BE THE SAME, UNLESS SPECIFICALLY NOTED OTHERWISE. THE TERMS "SUBCONTRACTOR"
AND "SUB-CONTRACTOR" SHALL BE UNDERSTOOD TO BE THE SAME AND TO BE IN REFERENCE TO ALL TIERS
OF SUBCONTRACTORS, UNLESS SPECIFICALLY NOTED OTHERWISE.
5. THE CONTRACTOR SHALL VERIFY ALL JOB CONDITIONS, DIMENSIONS AND DETAILS, BOTH CLEARLY NOTED
AND REASONABLY INFERRED, PRIOR TO COMMENCING CONSTRUCTION.
6. THE ARCHITECT SHALL BE IMMEDIATELY NOTIFIED OF ANY DISCREPANCIES IN THE CONSTRUCTION
DOCUMENTS WHICH COULD INTERFERE WITH, OR DELAY, THE SATISFACTORY COMPLETION OF THE WORK,
PRIOR TO THE COMMENCEMENT OF CONSTRUCTION WORK. IF THE CONTRACTOR PERFORMS ANY
CONSTRUCTION ACTIVITY KNOWING IT INVOLVES A RECOGNI ZED ERROR OR OMMISSION, WITHOUT SUCH
NOTICE TO THE ARCHITECT, THE CONTRACTOR SHALL ASSUME APPROPRIATE RESPONSIBILITY FOR SUCH
PERFORMANCE AND SHALL BEAR AN APPROPRIATE AMOUNT OF THE ATTRIBUTABLE COSTS FOR
CORRECTION.
7. IT SHALL BE THE RESPONSIBILITY AND ACCOUNTABILITY OF THE GENERAL CONTRACTOR TO ASSURE THAT
ALL SUBCONTRACTORS OBTAIN ALL NECESSARY PERMITS REQUIRED FOR THOSE SECTIONS OF THE WORK
PRIOR TO THE COMMENCEMENT OF CONSTRUCTION.
8. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK, USING THE CONTRACTOR'S BEST SKILL AND
ATTENTION. THE CONTRACTOR SHALL BE SOLELY RESPONSI BLE FOR, AND HAVE CONTROL OVER,
CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES, INCLUDING SAFETY
PROCEDURES, AND FOR COORDINATING ALL PORTIONS OF THE WORK UNDER THE CONTRACT, UNLESS
CONTRACT DOCUMENTS GIVE OTHER SPECIFIC INSTRUCTIONS CONCERNING THESE MATTERS.
9. THE CONTRACTOR SHALL BE RESPONSIBLE TO THE OWNER FOR ACTS AND OMISSIONS OF THE
CONTRACTOR'S EMPLOYEES, ALL TIERS OF SUBCONTRACTORS AND THEIR AGENTS AND EMPLOYEES, AND
OTHER PERSONS PERFORMING PORTIONS OF THE WORK UNDER A CONTRACT WITH THE CONTRACTOR.
10. THE CONTRACTOR SHALL HAVE RELEVANT PROJECT EXPERIENCE INVOLVING THE QUALITIES AND
COMPLEXITIES OF CONSTRUCTION COMPARABLE TO THE PROJECT INCLUDED IN THESE CONSTRUCTION
DOCUMENTS. ALL SUBCONTRACTORS SHALL HAVE COMPARABLE PROJECT EXPERIENCE RELEVANT TO THE
SCOPE OF THEIR TRADES.
11. ALL TIERS OF CONSTRUCTION WORKERS FOR THIS PROJECT SHALL BE SKILLED WORKERS IN THEIR TRADES
AND KNOWLEDGEABLE OF THE BEST PRACTICES FOR THEIR TRADES.
12. ALL WORK, WHETHER SPECIFICALLY SHOWN IN OR REASONABLY INFERRED FROM THE CONSTRUCTION
DOCUMENTS, SHALL BE CONSIDERED TO BE FULLY UNDERSTOOD IN ALL RESPECTS BY THE CONTRACTOR,
UNLESS SPECIFICALLY QUESTIONED IN WRITING BY THE CONTRACTOR. IN THE ABSENCE OF ANY
QUESTIONING BY THE CONTRACTOR, THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY
MISINTERPRETATION, OR CONSEQUENCES THEREOF, OF THE WORK DESCRIBED IN THE CONSTRUCTION
DOCUMENTS.
13. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REVIEWI NG AND FAMILIARIZING HIMSELF (OR HERSELF)
WITH THE CONSTRUCTION DRAWINGS AND SPECIFICATIONS. ALL WORK INDICATED ON, OR REASONABLY
INFERRED FROM, THE DRAWINGS AND SPECIFICATIONS WILL BE DEEMED TO HAVE BEEN INCLUDED IN THE
CONTRACT BETWEEN THE OWNER AND CONTRACTOR.
14. THE CONTRACTOR SHALL BE RESPONSIBLE FOR INSPECTION OF PORTIONS OF WORK ALREADY PERFORMED
PRIOR TO THIS CONTRACT TO DETERMINE THAT SUCH PORTI ONS ARE IN PROPER CONDITION TO RECEIVE
SUBSEQUENT WORK OF THIS CONTRACTED SCOPE AND CORRECT CONDITIONS DETRIMENTAL TO TIMELY
AND PROPER COMPLETION OF THE WORK. DO NOT PROCEED UNTIL UNSATISFACTORY CONDITIONS ARE
CORRECTED. COMMENCEMENT OF WORK BY ANY TRADE WILL BE CONSIDERED UNQUALIFIED
ACCEPTANCE OF THE SUBSTRATE AND INSTALLATION CONDITIONS. NO CLAIM FOR WARRANTY VOIDANCE
WILL BE ACCEPTED IF INSTALLATION OVER AN IMPROPER SUBSTRATE HAS COMMENCED.
15. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL REQUIRED CONSTRUCTION
INSPECTIONS - REGARDLESS OF WHETHER THE INSPECTION I S PERFORMED BY THE GOVERNING
JURISDICTIONS' INSPECTORS, OR BY DEPUTY INSPECTORS. ANY COSTS INCURRED DUE TO INSPECTORS
BEING CALLED FOR INSPECTIONS AND THE WORK IS NOT READY FOR INSPECTIONS SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR SHALL COPY THE OWNER AND ARCHITECT ON
ALL REPORTS OF DEPUTY INSPECTORS.
16. THE CONTRACTOR SHALL HAVE A COMPETENT SUPERINTENDENT ON SITE AT ALL TIMES WHEN THERE IS
WORK IN PROGRESS.
17. GENERAL CONTRACTOR SHALL BE PRESENT AT ALL INSPECTIONS.
18. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAI NING THE SIGNED AND STAMPED PERMIT SET OF
DRAWINGS, BUILDING PERMIT(S), INSPECTION CARD(S), AND OTHER REQUIRED DOCUMENTATION SAFELY
ON SITE AND IN GOOD CONDITION.
19. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PREPARI NG AND FILING THE CERTIFICATE OF SUBSTANTIAL
COMPLETION (AIA DOCUMENT G-704) AND FOR FILING FOR THE CERTIFICATE OF OCCUPANCY (C of O) AT
THE APPROPRIATE TIMES IN THE CONSTRUCTION SEQUENCE. IF THE OWNER REQUIRES A TEMPORARY
CERTIFICATE OF OCCUPANCY (TCO), THEN THE CONTRACTOR SHALL BE RESPONSIBLE FOR FILING FOR THE
TCO.
20. THE GENERAL CONTRACTOR SHALL FURNISH TO THE OWNER CERTIFICATIONS OF COMPLIANCE WITH CITY
REQUIREMENTS FROM THE LOCAL JURISDICTION'S ELECTRICAL INSPECTOR, PLUMBING INSPECTOR, FIRE
INSPECTOR, BUILDING INSPECTOR & HEALTH INSPECTOR.
21. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PREPARI NG A SCHEDULE FOR THE CONSTRUCTION OF THE
PROJECT AND SUBMITTING THE SCHEDULE TO THE OWNER, ARCHITECT AND CONSTRUCTION MANAGER
FOR REVIEW AND APPROVAL. THE SCHEDULE SHALL BE SUBMITTED PRIOR TO THE COMMENCEMENT OF ON-
SITE CONSTRUCTION ACTIVITIES, OR BEFORE SUBMITTING ANY APPLICATIONS FOR PAYMENT, WHICHEVER
COMES FIRST. THE CONTRACTOR SHALL UPDATE THE SCHEDULE ON A REGULAR BASIS (EVERY 4 WEEKS OR
LESS) TO REFLECT THE ACTUAL PROGRESS OF THE WORK. SCHEDULE UPDATES SHALL IDENTIFY CHANGES IN
MILESTONES RELATIVE TO THE PRECEDING VERSION OF THE SCHEDULE.
22. AT EACH REGULARLY SCHEDULED, ON-SITE OWNER/CONTRACTOR/ARCHITECT MEETING THE
CONTRACTOR SHALL PROVIDE AND DISTRIBUTE A 2-WEEK LOOK AHEAD SCHEDULE OF THE PROJECTED
CONSTRUCTION ACTIVITIES OVER THE IMMEDIATELY FORTHCOMING 2-WEEK PERIOD. REVIEW OF THE 2-
WEEK LOOK AHEAD SCHEDULE WILL BE INCLUDED IN THE AGENDA OF EACH MEETING.
23. THE CONTRACTOR SHALL PROVIDE THE OWNER WITH A LIST OF SUBCONTRACTORS, INCLUDING ALL TIERS
OF SUBCONTRACTORS, PRIOR TO THE COMMENCEMENT OF ON-SITE CONSTRUCTION ACTIVITIES, OR
BEFORE SUBMITTING ANY APPLICATIONS FOR PAYMENT, WHI CHEVER COMES FIRST.
24. ALL WORK, MATERIALS, EQUIPMENT AND ASSEMBLIES INDICATED IN THE CONSTRUCTION DOCUMENTS
SHALL BE NEW, UNLESS SPECIFICALLY NOTED OTHERWISE. ALL WORK SHALL CONFORM TO THE DRAWINGS
AND SPECIFICATIONS AND SHALL BE OF THE BEST QUALITI ES OF THE KINDS SPECIFIED.
25. THE CONTRACTOR SHALL NOT MAKE ANY MATERIALS SUBSTITUTIONS OF THEIR OWN ACCORD. ALL
REQUESTS FOR MATERIALS SUBSTITUTIONS SHALL BE SUBMI TTED TO THE ARCHITECT WITH SUFFICIENT
DOCUMENTATION AND SAMPLES FOR THE ARCHITECT TO DETERMINE WHETHER, OR NOT, THE PROPOSED
SUBSTITUTION IS EQUAL TO THE SPECIFIED PRODUCT, MATERIAL, EQUIPMENT, ASSEMBLY, ETC. ALL REQUESTS
FOR MATERIALS SUBSTITUTION SHALL BE SUBMITTED TO THE ARCHITECT FOR REVIEW AND APPROVAL
BEFORE THE PROPOSED SUBSTITUTION IS REQUIRED ON SITE FOR INCORPORATION INTO THE
CONSTRUCTION.
26. ALL MATERIALS, EQUIPMENT AND ASSEMBLIES SHALL BE SUPPLIED, DELIVERED, STORED AND INSTALLED,
CONNECTED, ERECTED, CLEANED, AND CONDITIONED AS DIRECTED BY THE MANUFACTURER'S
SPECIFICATIONS AND IN ACCORDANCE WITH RECOGNIZED INDUSTRY STANDARDS.
27. SHOP DRAWINGS, SAMPLES AND/OR OTHER SUBMITTALS SHALL BE SUBMITTED BY THE CONTRACTOR TO THE
ARCHITECT FOR REVIEW AND APPROVAL BEFORE ORDERING OR PURCHASING MATERIALS OR STARTING
THE ASSOCIATED CONSTRUCTION. THE ARCHITECT SHALL BE PROVIDED WITH SUFFICIENT TIME TO REVIEW
THE SHOP DRAWINGS, SAMPLES AND/OR OTHER SUBMITTALS WITHOUT AFFECTING THE CONTRACTOR'S
PACE OF CONSTRUCTION.
28. A SUFFICIENT NUMBER OF COPIES OF SHOP DRAWINGS AND OTHER WRITTEN SUBMITTALS SHALL BE
PROVIDED SO THAT ONE (1) COPY EACH MAY BE RETAINED BY THE ARCHITECT AND OTHER PROJECT
CONSULTANTS THAT WILL REVIEW THE DOCUMENTS, PLUS A SUFFICIENT NUMBER OF COPIES TO BE
RETURNED TO THE CONTRACTOR TO MAINTAIN A COPY IN THE ON-SITE FIELD OFFICE, TO PROVIDE A
RECORD COPY IN THE CONTRACTOR'S BUSINESS OFFICE AND TO RETURN COPIES TO THE
SUBCONTRACTOR(S) WHO INITIALLY PROVIDED THE DOCUMENTS.
29. AT LEAST THREE (3) COPIES OF EACH SAMPLE SHALL BE SUBMITTED. THE ARCHITECT WILL RETAIN ONE COPY
OF EACH SAMPLE AND THE CONTRACTOR SHALL MAINTAIN AT LEAST ONE COPY ON THE ON-SITE FIELD
OFFICE. ADDITIONAL COPIES OF SAMPLES MAY BE REQUIRED IF PROJECT CONSULTANTS AND/OR THE
CONTRACTOR REQUIRES ADDITIONAL STAMPED COPIES.
30. MOCK-UPS WHERE REQUIRED FOR THE PROJECT, THE CONTRACTOR SHALL CONSTRUCT THE MOCK-UP IN A
MANNER TO ADEQUATELY ASSESS THE SYSTEMS AND/OR FINI SHES BEING MOCKED-UP. WHEN AN
ACCEPTABLE MOCK-UP HAS BEEN CONSTRUCTED THE ARCHITECT WILL NOTE APPROVAL WITH AN
ANNOTATION ON THE MOCK-UP. THE CONTRACTOR SHALL PHOTOGRAPH THE MOCK-UP AND
ANNOTATION(S) AND DISTRIBUTE COPIES OF THE PHOTOGRAPHS TO THE ARCHITECT, OWNER AND
ASSOCIATED SUBCONTRACTOR(S) FOR RECORD PURPOSES. THE MOCK-UP SHALL REMAIN ON-SITE UNTIL
THE ASSEMBLY AND/OR FINISHES HAVE BEEN IMPLEMENTED INTO THE BUILDING CONSTRUCTION AND THE
ARCHITECT CAN COMPARE THE APPROVED MOCK-UP TO THE I MPLEMENTED CONSTRUCTION.
31. THE CONTRACTOR SHALL NOT BE RELIEVED OF RESPONSIBILITY FOR DEVIATIONS FROM REQUIREMENTS OF
THE CONTRACT DOCUMENTS BY THE ARCHITECT'S REVIEW OF SHOP DRAWINGS, PRODUCT DATA, SAMPLES
OR SIMILAR SUBMITTALS UNLESS THE CONTRACTOR HAS SPECIFICALLY INFORMED AND OBTAINED WRITTEN
APPROVAL FROM THE ARCHITECT. THE CONTRACTOR SHALL NOT BE RELIEVED OF RESPONSIBILITY FOR
ERRORS OR OMISSIONS IN SHOP DRAWINGS, PRODUCT DATA, SAMPLES OR SIMILAR SUBMITTALS BY THE
ARCHITECT'S REVIEW THEREOF. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR PROVIDING A
COMPLETE INSTALLATION OF ELEMENTS WHETHER OR NOT THE SHOP DRAWINGS HAVE BEEN REVIEWED BY
THE ARCHITECT.
32. NOTIFY OWNER OF NON-AVAILABILITY OF SPECIFIED M ATERIALS AT THE TIME OF BIDDING. IF NO
NOTIFICATION IS GIVEN, IT WILL BE ASSUMED THAT MATERIALS ARE AVAILABLE, IN AN APPROPRIATELY
TIMELY MANNER.
33. THE CONTRACTOR SHALL OPERATE AND MAINTAIN AN ON-SITE CONSTRUCTION FIELD OFFICE WHICH
SHALL INCLUDE A TELEPHONE, FAX MACHINE AND INTERNET CONNECTION FOR THE DURATION OF
CONSTRUCTION. THE TELEPHONE NUMBER(S), FAX NUMBER(S) AND EMAIL ADDRESSES FOR THE
CONTRACTOR'S FIELD PERSONNEL SHALL BE PROVIDED TO THE OWNER AND ARCHITECT.
34. THE CONTRACTOR SHALL NOT BE PERMITTED TO UTILIZE ANY COMPLETED SPACE WITHIN THE PROJECT FOR
ANY CONSTRUCTION PURPOSES.
35. AT NO TIME DURING THE CONSTRUCTION SHALL THE CONTRACTOR NOR ANY SUB-CONTRACTORS,
INCLUDING LABORERS, JOURNEYMAN, TRADESMEN, OFFICE STAFF, ETC. BE PERMITTED TO USE ANY OF THE
TOILET FACILITIES IN THE BUILDING BEING CONSTRUCTED, NOR IN OTHER FACILITIES EXISTING ON SITE.
36. ALL CONSTRUCTION PERSONNEL SHALL CARRY PROPER I DENTIFICATION AT ALL TIMES THEY ARE ON SITE.
37. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR JOB SI TE SAFETY AND SHALL ASSURE THAT ALL TIERS OF
WORKERS ARE FOLLOWING THE REQUISITE SAFETY PROTOCOLS. THE CONTRACTOR SHALL BE RESPONSIBLE
FOR ENFORCING THE SAFETY PROTOCOLS WHICH ALSO INCLUDES HAVING REMOVED FROM THE SITE
MATERIALS, EQUIPMENT, TOOLS AND WORKERS THAT ARE NOT IN CONFORMANCE WITH THE SAFETY
PROTOCOLS.
38. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR MAINTAINING A NEAT, CLEAN AND ORDERLY JOB SITE AND
THE WORK AREAS THEREIN. THE CONTRACTOR SHALL CLEAN UP AND HAVE REMOVED FROM THE PREMISES
ALL CONSTRUCTION WASTE AND TRASH, RUBBISH, WRAPPINGS, SALVAGES, SPOILS AND OTHER DEBRIS AS
GENERATED BY THE CONSTRUCTION ACTIVITIES AND SHALL BE DISPOSED OF OFF-SITE IN A MANNER AND
FACILITY CONSISTENT WITH THE REQUIREMENTS OF THE LOCAL JURISDICTION..
39. CLEANING OF TOOLS AND EQUIPMENT SHALL ONLY OCCUR IN DESIGNATED AREAS SET ASIDE BY THE
CONTRACTOR AND ADEQUATELY PROTECTED TO PREVENT STAI NING OR OTHER DAMAGE TO EXISTING
FACILITIES AND SURFACES ON THE PROPERTY. THE CONTRACTOR SHALL COORDINATE WITH THE OWNER TO
SPECIFY A LOCATION FOR CLEANING PURPOSES THAT IS ACCEPTABLE TO THE OWNER.
40. BARRICADES SHALL BE ERECTED PER LOCAL JURISDICTION REQUIREMENTS AND AS REQUIRED FOR
SECURITY.
41. ALL CONCEALED PLYWOOD AND WOOD BLOCKING SHALL BE TREATED TO MEET LOCAL FIRE DEPARTMENT
REQUIREMENTS FOR FLAMMABILITY.
42. GENERAL CONTRACTOR TO WARRANTY ALL LABOR, EQUIPMENT, MATERIALS AND ASSEMBLIES OR A
PERIOD OF NOT LESS THAN ONE (1) YEAR FROM THE DATE OF THE CERTIFICATE OF OCCUPANCY.
43. GENERAL CONTRACTOR SHALL, UPON PROJECT COMPLETION, SUBMIT A MARKED-UP SET OF AS-BUILTS TO
THE OWNER VIA THE ARCHITECT.
44. WINDOWS ARE TO BE KEPT CLOSED IN THE WORK AREAS. WORKERS ARE NOT TO UTILIZE INSTALLED
WINDOWS TO ENTER OR EXIT AREAS OF THE BUILDINGS.
45. FIRE EXITS SHALL BE MAINTAINED CLEAR AND ACCESSIBLE AT ALL TIMES.
46. FIRE EXTINGUISHERS WITH THE APPROPRIATE RATING(S) SHALL BE MAINTAINED BY THE CONTRACTOR ON
SITE AT ALL TIMES DURING CONSTRUCTION.
47. THE CONTRACTOR SHALL BE RESPONSIBLE FOR A THOROUGH TERMINAL CLEANING OF THE PROJECT AT
THE END OF CONSTRUCTION. THE TERMINAL CLEAN INCLUDES, BUT IS NOT LIMITED TO, CLEANING OF
WINDOWS, VACUUMING ALL CARPETS, CLEANING CABINETRY INSIDE AND OUT, CLEANING FLOOR AND
WALL TILE AND LINOLEUM FLOORING, PRESSURE WASHING EXTERIOR FLAT WORK, ETC.
48. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CORRECTING ALL ON-SITE AND OFF-SITE DAMAGES
CAUSED BY SUBCONTRACTORS AND NO ADDITIONAL COST TO THE OWNER, AND NO ADDITIONAL TIME TO
THE CONSTRUCTION CONTRACT.
49. TEMPORARY AIR FILTERS SHALL BE USED AND REPLACED WITH CLEAN UNUSED FILTERS AT LEAST 24 HOURS
BEFORE FINAL PUNCH LIST.
50. FIRE EXTINGUISHERS: RECESSED FIRE EXTINGUISHER CABINETS SUPPLIED WITH NEW FIRE EXTINGUISHERS
SHALL BE PROVIDED AND INSTALLED IN THE NECESSARY QUANTITIES TO CONFORM WITH THE
REQUIREMENTS OF UFC STANDARD 10-1. COORDINATE WITH THE FIRE INSPECTOR FOR PREFERRED
LOCATIONS FOR PLACEMENT OF THE FIRE EXTINGUISHERS PRIOR TO INSTALLATION OF THE CABINETS.
51. PLACEMENT OF ALL PARTITIONS SHALL BE APPROVED I N THE FIELD BY THE ARCHITECT'S REPRESENTATIVE
PRIOR TO THE INSTALLATION OF THE PARTITIONS.
52. LAYOUT OF PARTITIONS SHALL START AT CONDITIONS WHERE ALIGNMENT OF THE PARTITIONS WITH WALLS,
OR EXISTING CONSTRUCTION IS INDICATED ON THE DRAWINGS.
53. PARTITIONS ARE TYPICALLY DIMENSIONED FROM FACE OF STUD, UNLESS NOTED OTHERWISE.
54. ALL METAL TRIMS ON GYPSUM BOARD PARTITIONS SHALL BE TYPE #200 SERIES AS MANUFACTURED BY U.S.
GYPSUM, OR EQUAL.
55. ALL GYPSUM BOARD SHALL BE INSTALLED VERTICALLY, IN FULL LENGTH SECTIONS.
56. GYPSUM BOARD AT TOILETS, AROUND SINKS, AROUND SHOWERS AND BATH TUBS SHALL BE WATER
RESISTANT TYPE. CEILINGS IN BATHROOMS SHALL ALSO BE CONSTRUCTED OF WATER RESISTANT GYPSUM
BOARD.
57. GYPSUM BOARD SHALL BE PROPERLY TAPED, COVERED WITH JOINT COMPOUND AND SANDED SMOOTH.
THE GYPSUM BOARD INSTALLATION SHALL BE INSPECTED FOR IMPERFECTIONS AFTER APPLICATION OF THE
FIRST COAT OF PRIMER. ANY OBSERVED IMPERFECTIONS SHALL BE PROPERLY REPAIRED BEFOR APPLYING
ANY FURTHER COATS OF PAINT.
58. PROVIDE AND INSTALL ACCESS DOORS FOR CONCEALED VALVES, J—BOXES, FIRE DAMPERS, ETC. AS
REQUIRED TO ACCESS CONTROLS OR EQUIPMENT. ACCESS DOOR LOCATIONS SHALL BE APPROVED BY THE
ARCHITECT PRIOR TO INSTALLING ANY ACCESS DOORS.
59. INTERIOR DOORS SHALL BE UNDERCUT TO 1/2" A.F.F., UNLESS NOTED OTHERWISE.
60. DOORS SHALL HAVE DOOR STOPS AND SILENCERS. DOOR STOPS SHALL BE FLOOR MOUNTED, UNLESS
NOTED OTHERWISE IN HARDWARE SPECIFICATIONS.
61. ALL EXTERIOR WALL DOORS (TO CONDITIONED SPACES) SHALL BE FULLY AND PROPERLY SEALED TO
PREVENT AIR INFILTRATION.
62. ALL EXIT DOORS SHALL BE OPERABLE FROM THE INSIDE WITHOUT THE USE OF A KEY OR ANY SPECIAL
KNOWLEDGE OR EFFORT.
63. INTERIOR AND EXTERIOR DOOR THRESHOLDS SHALL NOT EXCEED 1/2" IN HEIGHT (UNLESS SPECIFICALLY
DETAILED OTHERWISE).
64. FIRE BLOCKING SHALL BE PROVIDED AND INSTALLED AS REQUIRED BY CODE IN WALLS, PARTITIONS,
FLOORS AND CEILINGS.
65. BLOCKING SHALL BE PROVIDED IN WALLS AS REQUIRED TO SUPPORT CABINETRY, GRAB BARS, WALL
MOUNTED EQUIPMENT, ETC.
66. WHERE GLAZED PARTITIONS AND SLIDING DOORS ARE TO BE INSTALLED, CONTRACTOR SHALL VERIFY THAT
THE FLOOR IS LEVEL AND, IF NOT, MAKE THE NECESSARY CORRECTIONS TO THE FLOOR TO MAKE IT LEVEL
(AT NO ADDITIONAL COST TO THE OWNER).
67. ALL SURFACES OR FINISHES, IF DAMAGED DURING ANY STAGE OF THE CONSTRUCTION, SHALL BE REPAIRED
OR REPLACED TO "LIKE NEW" CONDITION AT NO EXPENSE TO THE OWNER.
68. THIS PROJECT PREFERS TO PURCHASE PRODUCTS THAT CONTAIN TROPICAL WOOD ONLY IF THEY ARE
CERTIFIED ACCORDING TO THE GUIDELINES OF THE FOREST STEWARDSHIP COUNCIL (FSC). THE
CONTRACTOR SHALL PROVIDE THE COUNTRY OF MANUFACTURE OF EACH PRODUCT TO BE SUPPLIED FOR
THIS PROJECT. ALSO, THE CONTRACTOR SHALL PROVIDE A LISTING TO THE OWNER OF ALL FSC CERTIFIED
PRODUCTS THAT WILL BE SUPPLIED TO THIS PROJECT.
THE FOLLOWING ARE MINIMUM STANDARDS FOR COMPLIANCE WITH THE AMERICANS WITH DISABILITIES ACT
(ADA) AND ACCESS TO BUILDINGS BY PHYSICALLY DISABLED PERSONS. GENERAL CONTRACTOR SHALL
COMPLY WITH THESE MINIMUM STANDARDS UNLESS NOTED AND/OR DETAILED OTHERWISE WITHIN THIS
CONSTRUCTION DOCUMENT SET. WHERE CONFLICTS OCCUR, THE MOST STRINGENT REQUIREMENTS SHALL
TAKE PRECEDENCE.
1. GROUND FLOOR SURFACES ALONG ACCESSIBLE ROUTES AND IN ACCESSIBLE ROOMS AND SPACES,
INCLUDING FLOORS, WALLS, RAMPS, STAIRS, AND CURB RAMPS, SHALL BE STABLE, FIRM, AND SLIP
RESISTANT.
2. WALKS AND SIDEWALKS SHALL HAVE A CONTINUOUS COMMON SURFACE NOT INTERRUPTED BY STEPS OR
BY ABRUPT CHANGES IN LEVEL EXCEEDING 1/2-INCH.
3. WHEN ABRUPT CHANGES IN LEVEL NOT EXCEEDING 1/2-I NCH OCCUR, THEY SHALL BE BEVELED WITH A
SLOPE NO GREATER THAN 1:2 EXCEPT THAT LEVEL CHANGE NOT EXCEEDING 1/4-INCH MAY BE VERTICAL.
4. ANY ABRUPT CHANGE IN LEVEL ALONG ANY ACCESSIBLE ROUTE EXCEEDING 1/2-INCH SHALL COMPLY
WITH THE REQUIREMENTS FOR RAMPS.
5. WALKS AND SIDEWALKS SHALL BE 48" MINIMUM IN WIDTH.
6. WALKS AND SIDEWALK SURFACES SHALL BE SLIP-RESISTANT AS FOLLOWS: a) SURFACES WITH A SLOPE OF
LESS THAN 6% GRADIENT SHALL BE AT LEAST AS SLIP-RESISTANT AS THAT DESCRIBED AS A MEDIUM SALTED
FINISH; AND b) SURFACES WITH A SLOPE OF 6% OR GREATER GRADIENT SHALL BE SLIP-RESISTANT.
7. WHEN THE SLOPE IN THE DIRECTION OF TRAVEL OF ANY WALK EXCEEDS 1 VERTICAL TO 20 HORIZONTAL, IT
SHALL COMPLY WITH THE PROVISIONS OF SECTION 1133B.5 AS A PEDESTRIAN RAMP.
8. WALKS AND SIDEWALKS SURFACES CROSS SLOPES SHALL NOT EXCEED 1/4-INCH PER FOOT EXCEPT WHEN
THE ENFORCING AGENCY FINDS THAT DUE TO LOCAL CONDITIONS IT CREATES AN UNREASONABLE
HARDSHIP, THE CROSS SLOPE CAN BE INCREASED TO A MAXIMUM OF 1/2-INCH PER FOOT FOR A DISTANCE
NOT TO EXCEED 20-FEET.
9. ALL WALKS WITH CONTINUOUS GRADIENTS SHALL HAVE LEVEL AREAS AT LEAST 5 FEET IN LENGTH AT
INTERVALS OF AT LEAST EVERY 400 FEET.
10. WALKS SHALL BE CONSTRUCTED WITH ANY SLOPE NOT TO EXCEED 1/4-INCH/FOOT (2%) IN ANY DIRECTION
OVER AN AREA NOT LESS THAN 60" BY 60" AT A DOOR OR GATE THAT SWINGS TOWARDS THE WALK, AND
NOT LESS THAN 48" WIDE BY 44" DEEP AT A DOOR OR GATE THAT SWINGS AWAY FROM THE WALK.
11. WALKS, SIDEWALKS, AND PEDESTRIAN WAYS SHALL BE FREE OF GRATINGS WHENEVER POSSIBLE. FOR
GRATINGS LOCATED IN THE SURFACE OF ANY OF THESE AREAS, GRID OPENING IN GRATINGS SHALL BE
LIMITED TO 1/2" IN THE DIRECTIONS OF TRAFFIC FLOW. IF GRATINGS HAVE ENLONGED OPENINGS, THEY
SHALL BE PLACED SO THAT THE LONG DIMENSION IS PERPENDICULAR TO THE DOMINANT DIRECTION OF
TRAVEL.
12. THE ACCESSIBLE ROUTE OF TRAVEL SHALL BE THE MOST PRACTICAL DIRECT ROUTE BETWEEN ACCESSIBLE
BUILDING ENTRANCES, ACCESSIBLE SITE FACILITIES, AND THE ACCESSIBLE ENTRANCE TO THE SITE.
13. THE RUNNING SLOPE OF SIDEWALKS SHALL NOT EXCEED THE GENERAL GRADE ESTABLISHED FOR THE
ADJACENT STREET OR HIGHWAY.
14. THE CLEAR WIDTH OF WALKING SURFACES SHALL BE 36" MIN. THE CLEAR WIDTH OF CORRIDORS SERVING
OCCUPANT LOADS OF 10 OCCUPANTS OR MORE SHALL BE 44 INCHES MIN.
15. AISLE WIDTH SERVING ONE SIDE SHALL BE 36" MIN. AISLE WIDHT SERVING TWO SIDES SHALL BE 44 IN MIN.
16. AN ACCESSIBLE ROUTE WITH A CLEAR WIDTH LESS THAN 60 INCHES SHALL PROVIDE PASSING SPACES AT
INTERVALS OF 200 FEET MAX. PASSING SPACE SHALL BE EITHER 60"X60" MIN. OR INTERSECTION OF TWO
WALKING SURFACES PROVIDING A T-SHAPE SPACE COMPLYING WITH CBC SECTION 11B-304.3.2. WHERE
THE BASE AND ARMS OF THE T-SHAPE EXTEND 48" MIN BEYOND THE INTERSECTION.
17. ABRUPT CHANGES IN LEVEL EXCEEDING 4 INCHES IN A VERTICAL DIMENSION BETWEEN WALKS, SIDEWALKS
OR OTHER PEDESTRIAN WAYS AND ADJACENT SURFACES OR FEATURES SHALL BE IDENTIFIED BY WARNING
CURBS AT LEAST 6 INCHES IN HEIGHT ABOVE THE WALKING SURFACES.
18. EDGE PROTECTION SHALL BE PROVIDED ON EACH SIDE OF THE RAMP RUN AND AT EACH SIDE OF THE
RAMP LANDING. WHERE THE RAMP SURFACE IS NOT BOUNDED BY A WALL, THE RAMP SHALL HAVE A CURB
AT MINIMUM OF 2 INCHES IN HEIGHT OR A BARRIER THAT PREVENTS TEH PASSAGE OF A 4" DIAMETER
SPHERE WITHIN A 4" OF THE FINISH FLOOR.
GENERAL ACCESSIBLE PATH OF TRAVEL NOTES
GENERAL NOTESGENERAL NOTES
SHEET:
CHECKED BY:
PROJECT NUMBER:
PHASE:
DATE:
DRAWN BY:
DRAWING TITLE:
CLIENT:
PR
O
J
E
C
T
F
O
R
:
CONSULTANT:
PROFESSIONAL SEAL:
560 N Western Ave, Floor 2
Los Angeles, CA 90004
562-498-2400 TEL.
323-499-1647 FAX
www.klugerarchitects.com
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Printed:This drawing sheet is 30"x42" @ Full Size 1inch @ Full Size
AINROFILACFOETATS
RENEWAL
DATE
TCETIHCRADESNECIL
No. C 24283
CHA
RLES EDWARD
KLUGER
PROFESSIONAL SEAL:
REVISIONS SCHEDULE
3/10/2025 5:28:56 PM
C:
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3/10/25
PC1
WIP
GENERAL NOTES
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09-25
MEDTRONIC, INC.
10 MEDTRONIC
PARKWAY NE
MINNEAPOLIS, MN
55432
3/10/25 PC 1 SUBMITTAL
1851 E Deere
Ave-Purlins4/8/2025
1" DIA. HOLE FOR #3 REBAR
ANCHOR, GROUT AFTER
INSTALLATION
EPOXY TO A.C. PAVING
FACE OF CURB OR
WALKWAY
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18
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SHEET:
CHECKED BY:
PROJECT NUMBER:
PHASE:
DATE:
DRAWN BY:
DRAWING TITLE:
CLIENT:
PR
O
J
E
C
T
F
O
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:
CONSULTANT:
PROFESSIONAL SEAL:
560 N Western Ave, Floor 2
Los Angeles, CA 90004
562-498-2400 TEL.
323-499-1647 FAX
www.klugerarchitects.com
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Printed:This drawing sheet is 30"x42" @ Full Size 1inch @ Full Size
AINROFILACFOETATS
RENEWAL
DATE
TCETIHCRADESNECIL
No. C 24283
CHA
RLES EDWARD
KLUGER
PROFESSIONAL SEAL:
REVISIONS SCHEDULE
3/10/2025 5:28:57 PM
C:
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3/10/25
PC1
WIP
DISABLED
ACCESS -
ACCESSIBLE
PARKING & CURB
RAMPS
ME
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A
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09-25
MEDTRONIC, INC.
10 MEDTRONIC
PARKWAY NE
MINNEAPOLIS, MN
55432
3/10/25 PC 1 SUBMITTAL
SCALE: 12" = 1'-0"1ACCESSIBILITY DETAILS FOR CURBS, BLENDED TRANSITIONS, & ISLANDS
SCALE: 12" = 1'-0"2DIAGONAL CURB RAMPS, CUT THROUGH ISLANDS
SCALE: 12" = 1'-0"3CURB RAMPS
SCALE: 12" = 1'-0"4EXISTING TRUNCATED DOMES
SCALE: 12" = 1'-0"5EXISTING ACCESSIBILITY DETAILS FOR PARKING
SCALE: 12" = 1'-0"6ACCESSIBLE PARKING
SCALE: 12" = 1'-0"7EXISTING ACCESSIBILITY PARKING SPACE
SCALE: 12" = 1'-0"8ACCESSIBLE ANGLED PARKING
SCALE: 12" = 1'-0"9ACCESSIBLE PARKING SIGN
SCALE: 1" = 1'-0"12CONCRETE WHEEL STOP
1851 E Deere
Ave-Purlins4/8/2025
NOTES:
1. SAND SMOOTH ALL HANDRAIL WELDS, PRIME AND
PAINT ALL EXPOSED METAL ELEMENTS
2. ALL WALL SURFACES ADJACENT TO HANDRAILS
SHALL BE FREE OF SHARP OR ABRASIVE ELEMENTS
NOTE:
REFER TO STRUCTURAL DRAWINGS FOR ADDITIONAL INFORMATION
CAST-IN-PLACE SLIP-
RESISTANT INSERT OF
CONTRASTING COLOR
PARALLEL TO EACH TREAD
NOSING AND UPPER
APPROACH EXTENDING THE
FULL WIDTH OF STAIR
REINFORCING PER
STRUCTURAL DRAWINGS
7"
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11" MIN, SEE PLAN
TREAD WIDTH
1" MAX 2" MIN - 4" MAX
EQ EQ
CENTER HAND RAIL
SUPPORT WHERE IT
OCCURS AT THE CENTER
OF TREAD
SHEET:
CHECKED BY:
PROJECT NUMBER:
PHASE:
DATE:
DRAWN BY:
DRAWING TITLE:
CLIENT:
PR
O
J
E
C
T
F
O
R
:
CONSULTANT:
PROFESSIONAL SEAL:
560 N Western Ave, Floor 2
Los Angeles, CA 90004
562-498-2400 TEL.
323-499-1647 FAX
www.klugerarchitects.com
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Printed:This drawing sheet is 30"x42" @ Full Size 1inch @ Full Size
AINROFILACFOETATS
RENEWAL
DATE
TCETIHCRADESNECIL
No. C 24283
CHA
RLES EDWARD
KLUGER
PROFESSIONAL SEAL:
REVISIONS SCHEDULE
3/10/2025 5:28:58 PM
C:
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3/10/25
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09-25
MEDTRONIC, INC.
10 MEDTRONIC
PARKWAY NE
MINNEAPOLIS, MN
55432
3/10/25 PC 1 SUBMITTAL
SCALE: 12" = 1'-0"2RAMPS
SCALE: 12" = 1'-0"3DOORWAYS AT RAMP LANDINGS
SCALE: 12" = 1'-0"4STAIRWAYS
SCALE: 12" = 1'-0"5STAIRS & HANDRAILS
SCALE: 12" = 1'-0"7ELEVATORS
SCALE: 12" = 1'-0"8ACCESSIBILITY DETAILS FOR SIGNS
SCALE: 12" = 1'-0"9ACCESSIBLE SIGNS
SCALE: 12" = 1'-0"10AREA OF REFUGE SIGNAGE
SCALE: 12" = 1'-0"11GEOMETRIC SYMBOLS FOR TOILETS AND BATHING FACILITIES
SCALE: 12" = 1'-0"12IDENTIFICATION OF ALL GENDER SINGLE-USER TOILET FACILITY
SCALE: 12" = 1'-0"1ACCESSIBILITY DETAILS FOR RAMPS, STAIRS & ELEVATORS
SCALE: 1 1/2" = 1'-0"6EXTERIOR CONCRETE STEPS
1851 E Deere
Ave-Purlins4/8/2025
SHEET:
CHECKED BY:
PROJECT NUMBER:
PHASE:
DATE:
DRAWN BY:
DRAWING TITLE:
CLIENT:
PR
O
J
E
C
T
F
O
R
:
CONSULTANT:
PROFESSIONAL SEAL:
560 N Western Ave, Floor 2
Los Angeles, CA 90004
562-498-2400 TEL.
323-499-1647 FAX
www.klugerarchitects.com
KL
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Kluger
Printed:This drawing sheet is 30"x42" @ Full Size 1inch @ Full Size
AINROFILACFOETATS
RENEWAL
DATE
TCETIHCRADESNECIL
No. C 24283
CHA
RLES EDWARD
KLUGER
PROFESSIONAL SEAL:
REVISIONS SCHEDULE
3/10/2025 5:28:59 PM
C:
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A006
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3/10/25
PC1
WIP
DISABLED
ACCESS -
DOORS,
RESTROOMS AND
FIXTURES
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09-25
MEDTRONIC, INC.
10 MEDTRONIC
PARKWAY NE
MINNEAPOLIS, MN
55432
3/10/25 PC 1 SUBMITTAL
SCALE: 12" = 1'-0"2ACCESSIBLE CLEARANCES AT MANUAL SWING DOORS AND GATES
SCALE: 12" = 1'-0"3ACCESSIBLE DOOR AND MANEUVERING SPACE
SCALE: 12" = 1'-0"4ACCESSIBLE DOORS & MANEUVERING SPACE
SCALE: 12" = 1'-0"5ACCESSIBLE DOOR MANEUVERING SPACE
SCALE: 12" = 1'-0"6ACCESSIBLE ROUTES
SCALE: 12" = 1'-0"7ACCESSIBLE ROUTES
SCALE: 12" = 1'-0"8ACCESSIBLE RESTROOMS
SCALE: 12" = 1'-0"9ACCESSIBLE TOILET COMPARTMENTS
SCALE: 12" = 1'-0"10ACCESSIBLE TOILET STALLS
SCALE: 12" = 1'-0"11ACCESSIBLE SINK & URINAL
SCALE: 12" = 1'-0"12ACCESSIBLE DRINKING FOUNTAIN
SCALE: 12" = 1'-0"1ACCESS. DETAILS FOR DOORS, MANEUVERING SPACES & ROUTES
1851 E Deere
Ave-Purlins4/8/2025
HYD
HYD
HYD
WV
WV
HYD
HYD
HYD
HYD
HYD
D E E R E A V E N U E
P U L L M A N S T R E E T
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D E E R E A V E N U E
A101
1
EXISTING NORTH BUILDING
NOT IN SCOPE OF WORK
EXISTING SOUTH BUILDING
AREA OF WORK:
2-STORY BUILDING
TYPE IIIB
FULLY SPRINKLERED
(NO CHANGE IN USE OR OCCUPANCY)
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EXISITING FIRE LANE
20'-0"
20'-0".
20'-0".
20'-0".
20'-0"
1'
-
0
"
NOTE: UNLESS NOTED OTHERWISE, NO PROPOSED
CHANGE IN SITE CONDITIONS. ALL WORK TO BE
WITHIN ROOF STRUCTURAL SCOPE. NO OTHER
ALTERATIONS TO THE BUILDING ARE PROPOSED.
EC 1 EC 2
421'-7 1/2"
64
8
'
-
6
3
/
4
"
538'-2 1/2"
284'-2 3/4"
32
0
'
-
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"
368'-10 1/4"
EXISITING ADA STALLS
EXISITING ADA STALLS
EC 1
EC 2
A101
2
EC 12
EC 5
EC 5
EC 5
EC 5
EC 5
EC 5
EC 5
EC 5EC 5
EC 5
EC 5
E
E E
E
E
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SITE PATTERN SURFACE REPRESENTATION
ACCESSIBLE PATH OF TRAVEL AS INDICATED IS A BARRIER FREE
ACCESS WITHOUT ANY ABRUPT VERTICAL SLOPE EXCEEDING 1/2" @
1:12 MAX. SLOPE, LEVEL CHANGE DOES NOT EXCEED 1/4" VERTICAL.
MAX CROSS SLOPE IS 2% AND SHALL COMPLY WITH DETAILS ON
SHEETS A007 TO A009
PROPERTY LINE
EXISTING TREES
CHAINLINK FENCE
EXIT / EGRESS DOORE
32' RADIUS @ 20FT WIDE
22' RADIUS @ 20FT WIDE
42' RADIUS @ 20FT WIDE
32' RADIUS @ 26FT WIDE
19' RADIUS @ 26FT WIDE
45' RADIUS @ 26FT WIDE
TYPICAL FIRE LANE TURNING RADIUS STANDARDS BY REQUI RED WIDTH
FH FIRE HYDRANT
EXISTING FIRE LANE
20FT 26FT
SHEET:
CHECKED BY:
PROJECT NUMBER:
PHASE:
DATE:
DRAWN BY:
DRAWING TITLE:
CLIENT:
PR
O
J
E
C
T
F
O
R
:
CONSULTANT:
PROFESSIONAL SEAL:
560 N Western Ave, Floor 2
Los Angeles, CA 90004
562-498-2400 TEL.
323-499-1647 FAX
www.klugerarchitects.com
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Kluger
Printed:This drawing sheet is 30"x42" @ Full Size 1inch @ Full Size
AINROFILACFOETATS
RENEWAL
DATE
TCETIHCRADESNECIL
No. C 24283
CHA
RLES EDWARD
KLUGER
PROFESSIONAL SEAL:
REVISIONS SCHEDULE
3/10/2025 5:28:59 PM
C:
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3/10/25
PC1
WIP
SITE PLAN
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09-25
MEDTRONIC, INC.
10 MEDTRONIC
PARKWAY NE
MINNEAPOLIS, MN
55432
3/10/25 PC 1 SUBMITTAL
KEYNOTES
N
SCALE: 1" = 40'-0"1EXISTING SITE PLAN
SITE PLAN SYMBOL LEGEND
KEY NOTE DESCRIPTION
EC 1 ACCESSIBLE PATH OF TRAVEL TO THE AREA OF WORK: THE RUNNING SLOPE OF THE
ACCESSIBLE PATH IS LESS THAN 5% IN DIRECTION OF TRAVEL & LESS THAN 2% CROSS
GRADIENT -NO ELEVATION CHANGES GREATER THAN 1/2" W/ 1/4" BEVELED EDGES
ALONG PATH AS OCCURS
EC 2 PRIMARY BUILDING ENTRY 6'-0" WIDE DOUBLE DOOR - 1/2" INCH MAXIMUM HEIGHT
THRESHOLD
EC 5 EXISTING BUILDING EXIT - 3'-0" MINIMUM SIZE - 1/2" INCH MAXIMUM HEIGHT THRESHOLD
TYPICAL
EC 12 EXISTING EXTERIOR EXIT DOORS - NO WORK
1851 E Deere
Ave-Purlins4/8/2025
ACCESSIBLE PARKING STALL NOTES:
1. CONTRACTOR TO VERIFY THAT THE CONDITIONS COMPLY WITH ACCESSIBILITY REQUIREMENTS.
2. PARKING STALL WIDTHS AND LENGTHS SHOWN IN THESE DETAILS ARE THE C.B.C. MINIMUM REQUIREMENTS. WIDER AND/OR LONGER PARKING STALLS MAY BE REQUIRED PER THE LOCAL JURISDICTION.
WHERE WIDER AND/OR LONGER ACCESSIBLE PARKING STALLS ARE IDENTIFIED ON ARCHITECTURAL PLANS, THOSE DIMENSIONS SHALL GOVERN OVER THE DIMENSIONS NOTED IN THESE DETAILS.
3. IN LOCATIONS WHERE ONLY ONE (1) ACCESSIBLE PARKING STALL IS PROVIDED, THE ACCESS AISLE SHALL BE LOCATED ON THE PASSENGER SIDE OF THE PARKING STALL.
4. VAN ACCESSIBLE PARKING SPACES SHALL ALWAYS HAVE ACCESS AISLES LOCATED ON THE PASSENGER SIDE OF THE PARKING STALL.
5. ACCESS AISLES SHALL NOT OVERLAP A VEHICULAR WAY.
6. ACCESS AISLES SHALL BE AT THE SAME FLOOR LEVEL AS THE PARKING STALL(S) THEY SERVE.
7. PARKING SPACES, ACCESS AISLES AND VEHICULAR WAYS SERVING THEM SHALL HAVE A VERTICAL CLEARANCE OF 98-INCHES MINIMUM.
8. THE WIDTH OF VAN ACCESSIBLE PARKING STALLS ARE REQUIRED TO BE 144-INCHES MINIMUM AND HAVE A 60-INCH MINIMUM WIDTH ACCESS AISLE. VAN ACCESSIBLE PARKING STALLS MAY BE 108-INCHES
WIDE IF PROVIDED WITH A 96-INCH WIDE ACCESS AISLE.
9. PARKING SPACES AND ACCESS AISLES SHALL BE CONSTRUCTED SUCH THAT PARKED CARS AND VANS CANNOT OBSTRUCT THE REQUIRED CLEAR WIDTH OF AN ACCESSIBLE ROUTE.
10. ACCESSIBLE PARKING SPACES AND ACCESS AISLES ARE CONSTRUCTED SUCH THAT A PERSON USING THEM IS NOT REQUIRED TO PASS BEHIND PARKING SPACES OTHER THAN THE ONE IN WHICH THEY ARE
PARKED.
TYPICAL PARKING STALL
8'-6"
ACCESSIBLE AISLE
8'-0" CLEAR
VAN ACCESSIBLE PARKING
9'-0"
TYPICAL ACCESSIBLE PARKING
9'-0"
ACCESSIBLE AISLE
5'-0" CLEAR
TYPICAL ACCESSIBLE PARKING
9'-0"
TYPICAL ACCESSIBLE PARKING
9'-0"
ACCESSIBLE AISLE
5'-0" CLEAR
TYPICAL ACCESSIBLE PARKING
9'-0"
EQ. EQ. EQ. EQ.EQ. EQ. EQ. EQ.EQ. EQ.
FLOOR/GROUND SURFACES OF
ALL ACCESSIBLE PARKING STALLS
& ACCESS AISLES SHALL BE
STABLE, FIRM, & SLIP RESISTANT;
AND THE SLOPE AT ANY POINT
WITHIN THE PARKING STALL AND
ACCESS AISLE SHALL NOT EXCEED
1:48 IN ANY DIRECTION
-TYPICAL FOR ADA STALLS
INTERNATIONAL SYMBOL OF
ACCESSIBILITY (ISA) WHITE BORDER
ON A BLUE BACKGROUND.
SEE DETAIL
12" HIGH WHITE TEXT VISIBLE
FROM THE ADJACENT
VEHICULAR WAY
3" MIN. BLUE STRIPE, TYPICAL
WHEEL STOP REQUIRED TO
PREVENT ENCROACHMENT OF
VEHICLE OVER ACCESSIBLE ROUTE
SEE DETAIL
STANDARD 70 SQ. IN.
ACCESSIBLE PARKING
SIGN. TYP. SEE 9/A004
SLOPE IN ACCESSIBLE PATHS OF
TRAVEL TO BE NO GREATER THAN
1:20. CROSS SLOPE NO GREATER
THAN 1:48. 44" MIN CLEAR WIDTH,
WITH NO VERTICAL CHANGES IN
HEIGHT GREATER THAN 1/4" OR
1/2" IF BEVELED PER CBC CHAPTER
11B.
3" WIDE MIN. BORDER STRIPING
WITH DIAGONAL STRIPES AT 36"
MAX. O.C., TYP. - DIAGONAL
STRIPING IS TO BE BLUE OR WHITE
CONTRASTING WITH THE PAVING
/12 A004
2'
-
0
"
3'-0"3'-0"
2'
-
0
"
3'-0"
2'
-
0
"
3'-0"
2'
-
0
"
3'-0"
2'
-
0
"
3'-0"
2'
-
0
"
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3'
-
0
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3'-0"3'-0"
3'
-
0
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3'-0"
3'
-
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3'-0"
3'
-
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3'-0"
3'
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5'-0"
EXISTING PATH
5'-0"8'-0"
EQ.EQ.
STANDARD 70 SQ. IN.
ACCESSIBLE PARKING
SIGN. TYP. SEE 9/A004
STANDARD 70 SQ. IN.
ACCESSIBLE PARKING
SIGN. TYP. SEE 9/A004
12" HIGH WHITE TEXT VISIBLE
FROM THE ADJACENT
VEHICULAR WAY
12" HIGH WHITE TEXT VISIBLE
FROM THE ADJACENT
VEHICULAR WAY
INTERNATIONAL SYMBOL OF
ACCESSIBILITY (ISA) WHITE BORDER
ON A BLUE BACKGROUND.
SEE DETAIL
3" WIDE MIN. BORDER STRIPING
WITH DIAGONAL STRIPES AT 36"
MAX. O.C., TYP. - DIAGONAL
STRIPING IS TO BE BLUE OR WHITE
CONTRASTING WITH THE PAVING
EQ. EQ. EQ. EQ.EQ. EQ. EQ. EQ.
MAX.
TYP.
3'-0"
TYP.
45.00°
MAX.
TYP.
3'-0"
TYP.
45.00°
MAX.
TYP.
3'-0"
TYP.
45.00°
CONTINUOUS DETECTABLE
WARNING TRUNCATED DOMES
- SEE 4/A004 FOR DETAIL
3'-0"
4'
-
0
"
CONTINUOUS DETECTABLE
WARNING TRUNCATED DOMES
- SEE 4/A004 FOR DETAIL
3'-6"
4'
-
0
"
RAMP UNDER 5% SLOPE
RAMP UNDER 5% SLOPE
3'
-
0
"
3'
-
0
"
3'
-
0
"
4'
-
0
"
4'
-
0
"
4'
-
0
"
TYPICAL ACCESSIBLE PARKING
9'-0"
ACCESSIBLE AISLE
5'-0" CLEAR
TYPICAL ACCESSIBLE PARKING
9'-0"
VAN ACCESSIBLE PARKING
9'-0"
ACCESSIBLE AISLE
8'-0" CLEAR
TYPICAL ACCESSIBLE PARKING
9'-0"
EQ.EQ.EQ.EQ.EQ.EQ.EQ.EQ.
3'-0"
3'
-
0
"
3'
-
0
"
3'-0"3'-0"
3'
-
0
"
3'
-
0
"
3'-0"
MAX.
TYP.
3'-0"
TYP.
45.00°MAX.
TYP.
3'-0"
TYP.
45.00°
ACCESSIBLE PARKING STALL NOTES:
1. CONTRACTOR TO VERIFY THAT THE CONDITIONS COMPLY WITH ACCESSIBILITY REQUIREMENTS.
2. PARKING STALL WIDTHS AND LENGTHS SHOWN IN THESE DETAILS ARE THE C.B.C. MINIMUM REQUIREMENTS. WIDER AND/OR LONGER PARKING STALLS MAY BE
REQUIRED PER THE LOCAL JURISDICTION. WHERE WIDER AND/OR LONGER ACCESSIBLE PARKING STALLS ARE IDENTIFIED ON ARCHITECTURAL PLANS, THOSE
DIMENSIONS SHALL GOVERN OVER THE DIMENSIONS NOTED I N THESE DETAILS.
3. IN LOCATIONS WHERE ONLY ONE (1) ACCESSIBLE PARKI NG STALL IS PROVIDED, THE ACCESS AISLE SHALL BE LOCATED ON THE PASSENGER SIDE OF THE PARKING STALL.
4. VAN ACCESSIBLE PARKING SPACES SHALL ALWAYS HAVE ACCESS AISLES LOCATED ON THE PASSENGER SIDE OF THE PARKING STALL.
5. ACCESS AISLES SHALL NOT OVERLAP A VEHICULAR WAY.
6. ACCESS AISLES SHALL BE AT THE SAME FLOOR LEVEL AS THE PARKING STALL(S) THEY SERVE.
7. PARKING SPACES, ACCESS AISLES AND VEHICULAR WAYS SERVING THEM SHALL HAVE A VERTICAL CLEARANCE OF 98-INCHES MINIMUM.
8. THE WIDTH OF VAN ACCESSIBLE PARKING STALLS ARE REQUIRED TO BE 144-INCHES MINIMUM AND HAVE A 60-INCH MINIMUM WIDTH ACCESS AISLE. VAN ACCESSIBLE
PARKING STALLS MAY BE 108-INCHES WIDE IF PROVIDED WITH A 96-INCH WIDE ACCESS AISLE.
9. PARKING SPACES AND ACCESS AISLES SHALL BE CONSTRUCTED SUCH THAT PARKED CARS AND VANS CANNOT OBSTRUCT THE REQUIRED CLEAR WIDTH OF AN
ACCESSIBLE ROUTE.
10. ACCESSIBLE PARKING SPACES AND ACCESS AISLES ARE CONSTRUCTED SUCH THAT A PERSON USING THEM IS NOT REQUIRED TO PASS BEHIND PARKING SPACES OTHER
THAN THE ONE IN WHICH THEY ARE PARKED.
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5'
-
6
"
7'-9 1/2"
LE
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18
'
-
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LE
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'
-
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'
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EQ.EQ.EQ.EQ.EQ.EQ.
3'-0"
2'
-
0
"
2'
-
0
"
3'-0"
2'
-
0
"
3'-0"3'-0"
2'
-
0
"
12" HIGH WHITE TEXT VISIBLE
FROM THE ADJACENT
VEHICULAR WAY
INTERNATIONAL SYMBOL OF
ACCESSIBILITY (ISA) WHITE BORDER
ON A BLUE BACKGROUND.
SEE DETAIL
INTERNATIONAL SYMBOL OF
ACCESSIBILITY (ISA) WHITE BORDER
ON A BLUE BACKGROUND.
SEE DETAIL
12" HIGH WHITE TEXT VISIBLE
FROM THE ADJACENT
VEHICULAR WAY
FLOOR/GROUND SURFACES OF
ALL ACCESSIBLE PARKING
STALLS & ACCESS AISLES SHALL
BE STABLE, FIRM, & SLIP
RESISTANT; AND THE SLOPE AT
ANY POINT WITHIN THE PARKING
STALL AND ACCESS AISLE SHALL
NOT EXCEED 1:48 IN ANY
DIRECTION
-TYPICAL FOR ADA STALLS
3" WIDE MIN. BORDER STRIPING
WITH DIAGONAL STRIPES AT 36"
MAX. O.C., TYP. - DIAGONAL
STRIPING IS TO BE BLUE OR WHITE
CONTRASTING WITH THE PAVING
INTERNATIONAL SYMBOL OF
ACCESSIBILITY (ISA) WHITE BORDER
ON A BLUE BACKGROUND.
SEE DETAIL
STANDARD 70 SQ. IN.
ACCESSIBLE PARKING
SIGN. TYP. SEE 9/A004
STANDARD 70 SQ. IN.
ACCESSIBLE PARKING
SIGN. TYP. SEE 9/A004
FLOOR/GROUND SURFACES OF
ALL ACCESSIBLE PARKING
STALLS & ACCESS AISLES SHALL
BE STABLE, FIRM, & SLIP
RESISTANT; AND THE SLOPE AT
ANY POINT WITHIN THE PARKING
STALL AND ACCESS AISLE SHALL
NOT EXCEED 1:48 IN ANY
DIRECTION
-TYPICAL FOR ADA STALLS
3" WIDE MIN. BORDER STRIPING
WITH DIAGONAL STRIPES AT 36"
MAX. O.C., TYP. - DIAGONAL
STRIPING IS TO BE BLUE OR WHITE
CONTRASTING WITH THE PAVING
WHEEL STOP REQUIRED TO PREVENT
ENCROACHMENT OF VEHICLE OVER
ACCESSIBLE ROUTE - SEE DETAIL -TYPICAL
SLOPE IN ACCESSIBLE PATHS OF
TRAVEL TO BE NO GREATER THAN
1:20. CROSS SLOPE NO GREATER
THAN 1:48. 44" MIN CLEAR WIDTH,
WITH NO VERTICAL CHANGES IN
HEIGHT GREATER THAN 1/4" OR
1/2" IF BEVELED PER CBC CHAPTER
11B.
4'
-
0
"
RAMP UNDER 5% SLOPE
5'-0"
EQ.EQ.
3'
-
0
"
CONTINUOUS DETECTABLE
WARNING TRUNCATED DOMES
-SEE 4/A004 FOR DETAIL
CONTINUOUS DETECTABLE
WARNING TRUNCATED DOMES
-SEE 4/A004 FOR DETAIL
5'
-
6
"
SHEET:
CHECKED BY:
PROJECT NUMBER:
PHASE:
DATE:
DRAWN BY:
DRAWING TITLE:
CLIENT:
PR
O
J
E
C
T
F
O
R
:
CONSULTANT:
PROFESSIONAL SEAL:
560 N Western Ave, Floor 2
Los Angeles, CA 90004
562-498-2400 TEL.
323-499-1647 FAX
www.klugerarchitects.com
KL
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Kluger
Printed:This drawing sheet is 30"x42" @ Full Size 1inch @ Full Size
AINROFILACFOETATS
RENEWAL
DATE
TCETIHCRADESNECIL
No. C 24283
CHA
RLES EDWARD
KLUGER
PROFESSIONAL SEAL:
REVISIONS SCHEDULE
3/10/2025 5:29:01 PM
C:
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PC1
WIP
(E) ACCESSIBLE
STALLS
ENLARGED
PLANS
ME
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09-25
MEDTRONIC, INC.
10 MEDTRONIC
PARKWAY NE
MINNEAPOLIS, MN
55432
3/10/25 PC 1 SUBMITTAL
SCALE: 1/4" = 1'-0"1EXISTING ADA PARKING STALLS ENLARGED PLAN - WEST
SCALE: 1/4" = 1'-0"2EXISTING ADA PARKING STALLS ENLARGED PLAN - SOUTH
1851 E Deere
Ave-Purlins4/8/2025
BIOSTORE
BBR CYCLE OUT/IN
SUPERVISOR
RAW TISSUE FIXATION
JJ J
D101
D102
D103
D104
D105
D107
D109
D106
D111
D112
D113
D114
D115
D116 D117
D118
D119
D122
D123
D128D129
D130
D131D133
D132
D135
D136
D137
D134
D141
D142
D140
D138
D139
D143
D153
D153
D121
D124
D125
D124-A
D124-B
D124-C
P137B
P100
P101
P103
P102
P105
P107WP107M
P137A
P130
P131P129
P137C
P133 P135
P136
P134
P140
P121P120 P122
P123
P126 P127P125
P137D
P113
P112
P106
P101F
P101H
P101M
P101N
P101O
P151M
P151W
P152
P143A
P143B
P144E
P101A
P101C
P101D
P156A
P156B
P156C
P157A
P157B
P157C
P153
P145M
P145W
P167
P169
P168
P170
P164
P158
P149P148P147
P172A
P162 P163
P154
P171
P142
P146B
P146A
P150
P161
P160B
P160CP160D
P160E
P160A
P144B P144A
P144C
P144D
P143C
L101A
L100B
L100C
L100D
L101B
L102
L103W L103M
L104 L105
L106
P104
P106A
P124A
P124C
P124B
P101G
P101H
P108C
P101J
P111
P171A
P101B
P101E
P101H
P101I
P101K
P108B
P101L
P108A
P110
P114 P109
P137E
P128
P132
P172B
L106A
P166A
P166B
P166C
P156D
(E) STENT
SUPPORT
(E) STENT
SUPPORT
(E) FINAL
RELEASE QA
FIRST AID
SL
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D
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6
.
5
3
%
S
L
O
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D
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N
6
.
5
3
%
SL
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D
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N
SL
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P
E
D
O
W
N
DN
.
DN
.
PLANTING
1:12 MAX.DN.
DN. 1:12 MAX
1:
1
2
M
A
X
.
DN.
PLANTING
PL
A
N
T
I
N
G
FD FD FD FD
FDFDFDFD
FS FSFS
FD FD FDFD
FD
FD FD FDFD
F.E.
F.E.
F.E.
F.E.
F.E.
F.E.
F.E.
F.E.
F.E.
F.E.
F.E.
F.E.F.E.
F.E.
T
T
T
MSB1-1
T
T
HP1-1
HMC1-1
LD1-2
LP1-3LP1-2LP1-1LD1-1
EHP1-1
T
CLD1-1
CLP1-2
ATS-1
ATS-2
DW DW
HO
O
D
H
O
O
D
H
O
O
D
(E) ELEC.
ROOM
LABELING 2
(E) JANITOR (E)
COMPONENT
STAGING
(E)
COMPONENT
STAGING
GOWNING
CLASS 9
(E) FIRE
RISER
CLEAN
ROOM 23
(E)
AUTOCLAVE
ROOM
(E)
AUTOCLAVE
SERVICE
GENERATOR
(E)
MICROBIOLOGY
LAB
(E) LOCKERS
(E)
MICROBIOLOGY
LAB
(E)
AUTOCLAVE
MECH. RM.
STORAGE
(E) CEA 11
(E)
GOWNING
(E) WALK-IN
COOLER
(E) ELECT.
(E) RODI
CLOSET
(E) ELECT.
CEA 10
S & E (ISO 8)
(E) MEN (E) WOMEN
(E)
GOWNING
CLEAN
ROOM 5
(E) SECURITYCLEAN ROOM 7
CLEAN
ROOM 15
CONTEGRA
HARVEST
(E)
GOWNING
(E)
MATERIAL
TRANSFER
(E) COOLER
HARVEST
CEA-9
(E)
GOWNING
CLEAN
ROOM 12
(E)
MATERIAL
TRANSFER
(E)
MATERIAL
TRANSFER
(E) DATA
ENTRY
(E) JANITOR
(E)
MATERIAL
TRANSFER
(E) GOWNING
(E) OFFICE (E) GOWNING (E)
MATERIAL
TRANSFER
LABELING-1
BIO
STORAGE
(E)
GOWNING
(E)
MATERIAL
TRANSFER
(E) MEN
(E) WOMEN
CLEAN ROOM 19
(E) FOYER
(E) FOYER
(E) FOYER
(E) HALL
(E) HALL
(E)
PACKAGING
(E) AOA
CEA 1
88 WORKSTATIONS
CEA 2
102 WORKSTATIONS
LOBBY
MATERIAL
TRANSFER
ISO 7
FIXATION ISO 8
CLEAN
ROOM 20
HALL
GOWNING
ISO 9
GOWNING
ISO 8
MATERIAL
TRANSFER
ISO 9
HARVESTING
ISO8
FIXATION ISO 8
NELA
WASHERS WALK-IN
COOLER
2° C - 10°C
OFFICE
GOWNING
ISO 8
MATERIAL
TRANSFER
ISO 8
CLEAN
ROOM 22
HALL
(E) WOMEN
(E) MEN
HALL
EQUIPMENT
ISO 8
AOA
FORMULATION
ISO 8
MATERIAL
TRANSFER
ISO 9
SOLUTION
PREP (CEA 8)
ISO 8 SOLUTION
PREP (CEA 8)
ISO 8
GOWNING
ISO 9
MATERIAL
TRANSFER
ISO 9
FIXATION
ISO 8
PACKAGING
ISO 8
NELA
WASHERS
ISO 8
CEA-18
MATERIAL
TRANSFER
ISO 9
OFFICE
HARVESTING ISO 8
(E) WALK-IN
COOLER
COOLER
STAGING
GOWNING
ISO 7
ISO 8
HALL
(E) HALL (E) HALL
HALL
(E)
HALLWAY
STORAGE
STORAGE
(E) HALL
V.W.R.
(E) HALL
MICRO LAB
STORAGE
SHIPPING AREA
(E)
EMPLOYEE
ROOM
(E) HALL
SHIPPING AREA
SHIPPING AREA
FINAL RELEASE
CLEAN ROOM 8
CLEAN
ROOM 21
OPEN OFFICE
LOBBY
GALLEY
CONF. RM.
CONF. RM.
WET LAB
MEN WOMEN
OPEN OFFICE
RM.
CONF.
GALLEY
OPEN OFFICE
OFFICE
R&D
RM.
CONF.
MAIL/COPY
OFFICE
R&D
ELEC. RM.
OFFICE
HR
OFFICE
HR
OPEN OFFICE
CONF. RM.
CONF. RM.
HYBRID O.R.
HALL
HALL
HALL
HALL
HALL
MEN'S LOCKER/SHOWER
WOMEN'S LOCKER/SHOWER
EXERCISE RM.
PROTOTYPE
TISSUE
FRESH
CLASS 7
PILOT 4
HALL
HALL
HALL
AWT
OFFICE
FIRE RISER
HYDRODYNAMIC TESTING
STORAGE
R&D MACHINE SHOP
JANITOR
MEN
WOMEN
STORAGE
R.O.D.I. & VACUUM
CONTROLLED STORAGE
Q.A. INSPECTION
STORAGE
IMAGING
VALVE STORAGETELECOM
HALL
CALIBRATION LAB TECH. OFFICE
TECH. LAB
WAREHOUSE
STORAGE
SHELF LIFE
LASER SIMULATION
CONTROL ROOM
TRAINING ROOM
EXPLANT
MICROSCOPE
TISSUE CULTURETISSUE MECH.
TISSUE MECH.
GENERAL LAB
CLASS 8
PILOT 1
GOWNING
CLASS 8
PILOT 2
CLASS 8
PILOT 3
FIXATION
TISSUE
DINING ROOM
HALL HALL
HALL
BREAK ROOM
LOCKERS
EMPLOYEE
WOMEN MEN
ROOM
LACTATION
WASTE
TISSUE
R.O.D.I.
CONF. RM.
STORAGE
OFFICE
R&D
R&D
OFFICE
MAIL/COPY
OFFICE
HR
OFFICE
HROFFICE
HR
OFFICE
FIINANCE
RM.
FLEX.
RM.
FLEX.
RM.
FLEX.
RM.
CONF.
CONF. RM.
RM.
FLEX.
RM.
FLEX.
RM.
FLEX.
STORAGE
HR FILE
HALL
HALL
HALL
HALL
OFFICE STORAGE
HALL
HALL
HALL
HALL
HALL
HALL
OPEN OFFICE
OFFICE RM.
HALL
CONFERENCE
OPS. LOG.
ROOF ACCESS
PROJECT ROOM
PROJECT ROOM
PROJECT ROOM
FIRE RISER
VOIP
AV
O$
K$
O$
K$
O$
O$
K$
O$
O$
K$
O$O$
K$
O$
O$
O$O$K$
O$
O$
K$
O$
O$
K$
K$O$
O$
K$O$
O$
O$
O$
ONO FFONO FFONO FF
DW
AIR AIR
AIR
AIR
AIRAIR
AIR AIR AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIRAIR
AIR
AI
R
AI
R
AI
R
VA
C
VA
C
VA
C
AI
R
VA
C
AIR
VAC
CW
VA
C
VA
C
VA
C
VA
C
VA
C
AIR
N2
VAC
AIR
VA
C
VA
C
VA
C
VAC
AIR
+34"+34"
+34"
+34"
+34"
+34"
+34"
+30"
+34"
+30"+30"
+34"
+34"
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIR
AIRAIR
AIR
AIRAIR
+34"+34"
+34"
VAC
AI
R
+34"
+34"
+30"
+30"
A
B
GENERATOR
CHILLER
BOILER
PUMPS
1025
D103A
D103B
D105E
D105B
D105A
1018
1019
D105F
D105D
D101
M20M40
M6
M7 M18
M21
M26
M22 M23 M24
CART
CART
STORAGE STORAGE
M41
M2
9
M28
M3
M5
9
M
5
9
M46
M16
REFRIGERATOR
M2
5
KEYNOTE TAG
# CLOUD AND REVISION DELTA
?
E
EXISTING TACTILE EXIT SIGNAGE
EXISTING CEILING MOUNTED EXIT
SIGNAGE ILLUMINATED
EC 2
EC 3
EC 3
EC 4
EXISTING
SOUTH BUILDING
EC 5
EC 2 EC 5
EC 5
EC 5
EC 5
EC 5
EC 5
EC 5EC 5
EC 5
EC 5
EC 6
EC 6
EC 6
EC 6
EC 6
EC 6
EC 6
EC 6
EC 6
5'-2 1/2"
6'
-
0
"
6'
-
0
"
5'-10"
5'
-
3
"
6'-4 1/4"
3'
-
0
"
5'-6 1/2"
6'-0"
6'-0"
7'
-
5
"
TYP.
EC 7
EC 7
EC 7
EC 7
TYP.
EC 7
EC 7
TYP.
EC 7
TYP.
EC 7
EC 7
TYP.
EC 7
TYP.
EC 7
TYP.
EC 7
EC 14
EC 15
1 2 3 4 5 6 7 8 9 10 11 12
A
B
C
D
A.4
A.5
A.8
B.5
C.2
C.5
EXISTING
NORTH BUILDING
NOT IN SCOPE OF WORK
A202
2
A202
1A202
6
101
102
103 104
105
106
(E) ELEVATOR
SHEET:
CHECKED BY:
PROJECT NUMBER:
PHASE:
DATE:
DRAWN BY:
DRAWING TITLE:
CLIENT:
PR
O
J
E
C
T
F
O
R
:
CONSULTANT:
PROFESSIONAL SEAL:
560 N Western Ave, Floor 2
Los Angeles, CA 90004
562-498-2400 TEL.
323-499-1647 FAX
www.klugerarchitects.com
KL
U
G
E
R
A
R
C
H
I
T
E
C
T
S
E
X
P
R
E
S
S
L
Y
R
E
S
E
R
V
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S
A
L
L
C
O
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M
O
N
L
A
W
C
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P
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R
I
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T
A
N
D
P
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P
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R
T
Y
R
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S
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S
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P
L
A
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Kluger
Printed:This drawing sheet is 30"x42" @ Full Size 1inch @ Full Size
AINROFILACFOETATS
RENEWAL
DATE
TCETIHCRADESNECIL
No. C 24283
CHA
RLES EDWARD
KLUGER
PROFESSIONAL SEAL:
REVISIONS SCHEDULE
3/10/2025 5:29:01 PM
C:
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3/10/25
PC1
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PLAN
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09-25
MEDTRONIC, INC.
10 MEDTRONIC
PARKWAY NE
MINNEAPOLIS, MN
55432
3/10/25 PC 1 SUBMITTAL
N
KEYNOTES
DRAWING SYMBOL LEGEND
SCALE: 3/64" = 1'-0"1FLOOR PLAN
KEY NOTE DESCRIPTION
EC 2 PRIMARY BUILDING ENTRY 6'-0" WIDE DOUBLE DOOR - 1/2" INCH MAXIMUM HEIGHT
THRESHOLD
EC 3 INTERIOR ACCESSIBLE PATH OF TRAVEL TO THE AREA OF WORK: THE RUNNING SLOPE OF
THE ACCESSIBLE PATH IS LESS THAN 5% IN DIRECTION OF TRAVEL & LESS THAN 2% CROSS
GRADIENT -NO ELEVATION CHANGES GREATER THAN 1/2" W/ 1/4" BEVELED EDGES
ALONG PATH AS OCCURS
EC 4 NO WORK TO EXISTING PATHWAY DOORS - ALL MEET REQUIRED OPENING WIDTHS FOR
ACCESSIBLE PATH OF TRAVEL - THRESHOLDS UNDER 1/2" HEIGHT - TO REMAIN
EC 5 EXISTING BUILDING EXIT - 3'-0" MINIMUM SIZE - 1/2" INCH MAXIMUM HEIGHT THRESHOLD
TYPICAL
EC 6 EXISTING INTERIOR ACCESSIBLE CORRIDOR WITH ACCESSIBLE DOOR MINIMUM OF 3'-0"
WIDE - ALL INTERIOR CORRIDORS ARE UNDER 5% IN DIRECTION OF TRAVEL & LESS THAN
2% CROSS GRADIENT
EC 7 EXISTING TACTILE EXIT SIGNAGE WITH "EXIT", "EXIT ROUTE" AND "TO EXIT" - ALL SPACES
PROVIDE EXIT TACTILE SIGNAGE -RELOCATED DOORS TO USE EXISTING SIGNAGE AND
RELOCATE ACCORDINGLY WITH DOORWAY
EC 14 EXISTING OUTDOOR EATING AREA - NO WORK - TO REMAIN - NOT IN SCOPE OF WORK
EC 15 EXISTING DRIVEWAY CONCRETE CURB - TO REMAIN - NO WORK - NOT IN SCOPE
GENERAL NOTES
NO PROPOSED CHANGE IN PLANS, OTHER THAN STRUCTURAL ROOF SCOPE. ALL
OTHER EXISTING ARCHITECTURAL AND STRUCTURAL ELEMENT TO REMAIN.
1851 E Deere
Ave-Purlins4/8/2025
BC
HO
O
D
HOOD
BC
SH
R
E
D
E
R
KEYNOTE TAG
# CLOUD AND REVISION DELTA
?
E
EXISTING TACTILE EXIT SIGNAGE
EXISTING CEILING MOUNTED EXIT
SIGNAGE ILLUMINATED
A203
1
ELLIPSYS
(N) OPEN
OFFICE
GALLEY
CR
S
N
A
2
S
F
CO
N
F
E
R
.
R
O
O
M
MICRO LAB
OFFICEOFFICEOFFICEOFFICE
HR
OFFICE
CR SNA 2S D
CONF. RM.
CR SNA 2S E
CONF. RM.STORAGE
TECH ROOM
CR SNA 2S C
CONF. RM.
CR SNA 2S A
CONF. RM.
JANITOR
(E) MEN RR
201
(E) WOMEN
RR
202
COMPUTER
STORAGE
STORAGE STORAGE HALL
STORAGE
GOWNING
STORAGE
MEN RR
203
WOMEN
RR
204
HALL
ELECTRICAL
ROOM
ELEC RM
CEA 14
6'-11"E
E
E
E
E
E
E E
A203
2
(E) ELEVATOR
SHEET:
CHECKED BY:
PROJECT NUMBER:
PHASE:
DATE:
DRAWN BY:
DRAWING TITLE:
CLIENT:
PR
O
J
E
C
T
F
O
R
:
CONSULTANT:
PROFESSIONAL SEAL:
560 N Western Ave, Floor 2
Los Angeles, CA 90004
562-498-2400 TEL.
323-499-1647 FAX
www.klugerarchitects.com
KL
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Kluger
Printed:This drawing sheet is 30"x42" @ Full Size 1inch @ Full Size
AINROFILACFOETATS
RENEWAL
DATE
TCETIHCRADESNECIL
No. C 24283
CHA
RLES EDWARD
KLUGER
PROFESSIONAL SEAL:
REVISIONS SCHEDULE
3/10/2025 5:29:02 PM
C:
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3/10/25
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WIP
2ND FLOOR PLAN
ME
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09-25
MEDTRONIC, INC.
10 MEDTRONIC
PARKWAY NE
MINNEAPOLIS, MN
55432
3/10/25 PC 1 SUBMITTAL
N
KEYNOTES
DRAWING SYMBOL LEGEND
KEY NOTE DESCRIPTION
SCALE: 3/32" = 1'-0"1SECOND FLOOR PLAN
GENERAL NOTES
NO PROPOSED CHANGE IN PLANS, OTHER THAN STRUCTURAL ROOF SCOPE. ALL
OTHER EXISTING ARCHITECTURAL AND STRUCTURAL ELEMENT TO REMAIN.
1851 E Deere
Ave-Purlins4/8/2025
(E) MEN
(E) WOMEN
GR
A
B
B
A
R
3'
-
0
"
M
I
N
.
MI
N
.
2'
-
0
"
MI
N
.
1'
-
0
"
5'
-
0
"
CLR.
1'-0"
CL
E
A
R
5'
-
2
"
CLEAR
56 MIN WALL MOUNTED
CL
E
A
R
3'
-
0
"
M
I
N
EXISTING
9'-0"
EX
I
S
T
I
N
G
7'
-
1
3
/
4
"
34" CLR. MIN
WHEN DOOR SWINGS IN
3'-0" MIN.
30" x 48"
6 7
C
C.2
MI
N
.
1'
-
6
"
30" x 48"30" x 48"
TYP.
EC 20
EC 17
TYP.
EC 19
TYP.
EC 21
EC 22
ø 5'-0"
ø 5'-0"
34" CLR. MIN.
CL
R
.
M
I
N
.
1'
-
6
"
5'-0" CLR. MIN.
MI
N
.
12
"
C
L
R
.
4'-0" CRL. MIN.4'-0" CRL. MIN.
CL
R
.
M
I
N
.
1'
-
6
"
5'-0" CLR. MIN.
MI
N
.
12
"
C
L
R
.
(E) MEN
103
(E) WOMEN
104
KEYNOTE TAG
# CLOUD AND REVISION DELTA
?
E
EXISTING TACTILE EXIT SIGNAGE
EXISTING CEILING MOUNTED EXIT
SIGNAGE ILLUMINATED
EXISTING CLEAR
6'-10 1/4"
EXISTING
19'-0"
EX
I
S
T
I
N
G
C
L
E
A
R
7'
-
0
1
/
4
"
CL
E
A
R
3'
-
0
"
5'-6 1/4"
EX
I
S
T
I
N
G
5'
-
4
"
2'-8 1/4" CLR.
6'
-
1
"
EX
I
S
T
I
N
G
12
'
-
8
"
17"-18"
44
"
M
I
N
.
C
L
E
A
R
EX
I
S
T
I
N
G
C
L
E
A
R
7'
-
4
"
CL
E
A
R
3'
-
0
"
EXISTING CLEAR
6'-10 1/4"
EXISTING
19'-0"
44
"
M
I
N
.
C
L
E
A
R
2'-10 3/4"
5'-0" CLR MIN
34" CLR. IN OPEN POSITION
3'-0"
6'
-
1
"
EX
I
S
T
I
N
G
12
'
-
6
1
/
2
"
ø 5'-0"
ø 5'-0"
60
"
M
I
N
C
L
E
A
R
5'
-
0
"
36" x 48"
CLEAR
36" x 48"
CLEAR
56
"
M
I
N
@
W
A
L
L
M
O
U
N
T
E
D
4'
-
8
"
48
"
M
I
N
4'
-
0
"
30" x 48"
CLEAR
60
"
C
L
E
A
R
M
I
N
5'
-
0
"
18" MIN
1'-9"
18" MIN
1'-9"
34" CLR. IN OPEN POSITION
3'-0"
CLEAR MIN
5'-0"
CLEAR
18" MIN
CLEAR
18" MIN
48
"
M
I
N
4'
-
0
"
56
"
M
I
N
@
W
A
L
L
M
O
U
N
T
E
D
4'
-
5
"
3'-6"
MIN.
2'-0"
17"-18"
TY
P
I
C
A
L
5'
-
0
"
3'
-
6
"
M
I
N
4'
-
4
"
3'
-
6
"
M
I
N
4'
-
4
"
1'
-
9
"
30" x 48"
CLEAR
2'-8 1/4"2'-8 1/4"2'-9"2'-8"
36
"
x
4
8
"
CL
E
A
R
4'
-
3
1
/
4
"
EC 17
24
"
M
I
N
2'
-
1
0
"
15"MIN 15"MIN
17
"
M
I
N
1'
-
4
1
/
2
"
44
"
M
I
N
P
A
T
H
W
A
Y
4'
-
9
"
44
"
M
I
N
P
A
T
H
W
A
Y
4'
-
9
"
9 10
B
A.8
EC 18
TYP.
EC 20
TYP.
EC 19
TYP.
EC 19
TYP.
EC 21
(E) MEN 105
(E) WOMEN 106
NOTE:
1. THIS DETAIL IS TO SHOW MAXIMUM ALLOWABLE HEIGHTS WITHIN COMPLIANT REACH RANGE FOR ALL OPERABLE CONTROLS OF THE ACCESSORY TO BE INSTALLED. SEE
INTERIOR ELEVATIONS FOR ANY ADDITIONAL INFORMATION AND DIMENSIONS
2. FIRE EXTINGUISHER CAN NOT PROTRUDE MORE THAN 4", OTHERWISE IT WILL NEED TO BE RECESSED OR A CANE DETECTABLE BARRIER BELOW
3. TOP OF THERMOSTAT PRESUMES THAT THERE ARE NO OBJECTS LOCATED IN FRONT OR 46" MAX FOR SIDE REACH OVER OBJECT MORE THAN 10" DEEP
TOWEL
DISPENSERS
MIRROR
(BOTTOM OF REFLECTIVE
SURFACE)
SHELVING
(TOP OF SHELF)
40" MIN TO 48" MAX
3'
-
4
"
M
A
X
.
4'
-
0
"
M
A
X
TOP OF THERMOSTAT
BOTTOM OF
CONVENIENCE OUTLET
MI
N
1'
-
3
"
TOP OF LIGHT
SWITCH BOX
1' - 0"
ELECTRICAL
OUTLET. TOP
OF OUTLET
BOX
TOP OF
COAT HOOK
BABY CHANGING
STATION, TOP OF UNIT
OPERABLE HARDWARE
48
"
M
A
X
CL
E
A
R
27
"
M
I
N
28
"
-
3
4
"
HIGHEST POINT OF
CHANGING TABLE
TOILET PAPER
DISPENSER
1'
-
7
"
M
I
N
TOP OF TRASH
RECEPTACLE
FIRE
EXTINGUISHER
TOP OF FIRE
ALARM PULL BOX
SANITARY NAPKIN
DISPENSER
(TOP OF COIN SLOT &
OPERABLE PARTS)
CUP DISPENSER
(BOTTOM OF
DISPENSER)
HAND DRYER
(TOP OF PUSH
BUTTON OR SENSOR
RECOGNITION)
SOAP DISPENSER
(TOP OF PUSH-BUTTON)
TOILET SEAT
COVER DISPENSER
(TOP OF OPENING)
NOTE:
HAND DRYER CAN PROTRUDE 4" MAX.
FROM FACE OF WALL WITHOUT CANE
DETECTABLE BARRIERS BELOW
NOTE:
40" TO TOP OF OPENING
IF TRASH RECEPTACLE IS IN
A TOILET ROOM
MIN WITH 1 1/2" CLEAR
BELOW GRAB BAR
12
A006
9
A006
11
A006
8
A006
11
A006
3
C
MIN.
1'-6" CLR
5'
-
0
"
C
L
R
.
M
I
N
.
12" MIN.
30
"
x
4
8
"
18" MIN.
30
"
x
4
8
"
ø 5'-0"
I
N
O
P
E
N
P
O
S
I
T
I
O
N
34
"
M
I
N
.
30
"
x
4
8
"
5'-0" CLR. MIN.
5'-0" CLR. MIN.
5'
-
0
"
C
L
R
.
M
I
N
.
CLR. MIN.
1'-6"
MIN.
12" CLR.
ø 5'-0"
4'
-
0
"
C
L
R
.
M
I
N
.
4'
-
1
1
"
C
L
R
.
M
I
N
.
4'
-
0
"
C
L
R
.
M
I
N
.
4'
-
1
1
"
C
L
R
.
M
I
N
.
TYP.
EC 20 TYP.
EC 22
TYP.
EC 19
TYP.
EC 21
101
102
SCALE: 3/8" = 1'-0"2FIRST FLOOR RESTROOM CONSTRUCTION PLAN
SCALE: 1/4" = 1'-0"3ACCESSIBLE MOUNTING HEIGHTS
SHEET:
CHECKED BY:
PROJECT NUMBER:
PHASE:
DATE:
DRAWN BY:
DRAWING TITLE:
CLIENT:
PR
O
J
E
C
T
F
O
R
:
CONSULTANT:
PROFESSIONAL SEAL:
560 N Western Ave, Floor 2
Los Angeles, CA 90004
562-498-2400 TEL.
323-499-1647 FAX
www.klugerarchitects.com
KL
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Kluger
Printed:This drawing sheet is 30"x42" @ Full Size 1inch @ Full Size
AINROFILACFOETATS
RENEWAL
DATE
TCETIHCRADESNECIL
No. C 24283
CHA
RLES EDWARD
KLUGER
PROFESSIONAL SEAL:
REVISIONS SCHEDULE
3/10/2025 5:29:03 PM
C:
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A202
JP
JE
3/10/25
PC1
WIP
EXISTING FIRST
FLOOR
RESTROOM
PLANS
ME
D
T
R
O
N
I
C
S
A
N
T
A
A
N
A
18
5
1
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D
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09-25
MEDTRONIC, INC.
10 MEDTRONIC
PARKWAY NE
MINNEAPOLIS, MN
55432
3/10/25 PC 1 SUBMITTAL
SCALE: 3/8" = 1'-0"1EXISTING FIRST FLOOR ADA RESTROOM
KEYNOTES
KEY NOTE DESCRIPTION
EC 17 (E) DRINKING FOUNTAIN TO REMAIN. SEE ACCESSIBILITY DETAIL
EC 18 (E) JANITOR'S SINK TO REMAIN.
EC 19 (E) WATER CLOSET TO REMAIN. SEE ACCESSIBILITY DETAIL
EC 20 (E) LAVATORY TO REMAIN. SEE ACCESSIBILITY DETAIL
EC 21 (E) GRAB BARS TO REMAIN. SEE ACCESSIBILITY DETAIL
EC 22 (E) URINAL TO REMAIN. SEE ACCESSIBILITY DETAIL
DRAWING SYMBOL LEGEND
GENERAL NOTES
NN
SCALE: 3/8" = 1'-0"6ENLARGED RESTROOM PLAN
1. NO PROPOSED WORK IN EXISTING RESTROOMS.
2. ALL EXISTING RESTROOM ELEMENTS TO REMAIN, U.N.O.
3. CONTRACTOR TO VERIFY IN FIELD THAT THE CONDITIONS COMPLY W/
ACCESSIBILITY REQUIREMENTS.
4. ALL (E) BATHROOMS ACCESSORIES MOUNTING HEIGHTS TO COMPLY WITH
DETAIL 3/A202.
1851 E Deere
Ave-Purlins4/8/2025
JANITOR
(E) MEN RR
201
(E)
WOMEN
RR
202
ø 5'-0"
M
I
N
.
1'
-
6
"
C
L
R
.
CLR. MIN.
5'-0"
36
"
x
4
8
"
CL
E
A
R
18
"
M
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N
.
36
"
x
4
8
"
CL
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A
R
MIN. @ WALL MOUNTED
4'-8"
5'
-
0
"
C
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.
M
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.
IN OPEN POSITION
34" CLR. MIN.
4'-0" MIN.
17
"
-
1
8
"
ø 5'-0"
36
"
x
4
8
"
CL
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18
"
M
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.
M
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.
1'
-
6
"
C
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.
MIN. @ WALL MOUNTED
4'-8"
5'
-
0
"
C
L
R
.
M
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N
.
4'-0" MIN.
17
"
-
1
8
"
IN OPEN POSITION
34" CLR. MIN.
TYP.
EC 20
5'-0" CLR. MIN.
4'-5 3/4"4'-5 3/4"
TYP.
EC 22
TYP.
EC 19
TYP.
EC 21
9
A006
11
A006
8
A006
11
A006
MEN'S
RESTROOM
WOMEN'S
RESTROOM
HALL
ø 5'-0"ø 5'-0"
44" MIN CLEAR
5'-0"
44" MIN CLEAR
6'-5"
18
"
M
I
N
1'
-
8
"
18
"
M
I
N
1'
-
8
"
36
"
x
4
8
"
CL
E
A
R
36
"
x
4
8
"
CL
E
A
R
36
"
x
4
8
"
CL
E
A
R
EX
I
S
T
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21
'
-
9
3
/
4
"
EXISTING CLEAR
9'-0 1/2"
EXISTING CLEAR
9'-9"
5'
-
0
"
C
L
R
M
I
N
5'
-
3
1
/
4
"
5'
-
0
"
C
L
R
M
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N
5'
-
3
1
/
4
"
3'
-
0
"
.
44" MIN CLEAR
4'-5 3/4"
18" CLR MIN 34" CLR IN OPEN POSITION34" CLR IN OPEN POSITION
3'-6" MIN
4'-6 3/4"
GR
A
B
B
A
R
36
"
M
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2'
-
0
"
M
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N
2'
-
1
1
/
4
"
12
"
M
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3'-6" MIN
4'-6 3/4"
48" MIN
6'-10"
48" MIN
7'-6 1/2"
56" MIN @ WALL MOUNTED
4'-8"
56" MIN @ WALL MOUNTED
4'-8"
17
"
-
1
8
"
2'-0".
ø 5'-0"
ø 5'-0"
3'
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.
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M
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C
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TYP.
EC 19
TYP.
EC 22
MEN RR
203
WOMEN
RR
204
KEYNOTE TAG
# CLOUD AND REVISION DELTA
?
E
EXISTING TACTILE EXIT SIGNAGE
EXISTING CEILING MOUNTED EXIT
SIGNAGE ILLUMINATED
SCALE: 3/8" = 1'-0"1SECOND FLOOR RESTROOM
SHEET:
CHECKED BY:
PROJECT NUMBER:
PHASE:
DATE:
DRAWN BY:
DRAWING TITLE:
CLIENT:
PR
O
J
E
C
T
F
O
R
:
CONSULTANT:
PROFESSIONAL SEAL:
560 N Western Ave, Floor 2
Los Angeles, CA 90004
562-498-2400 TEL.
323-499-1647 FAX
www.klugerarchitects.com
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Kluger
Printed:This drawing sheet is 30"x42" @ Full Size 1inch @ Full Size
AINROFILACFOETATS
RENEWAL
DATE
TCETIHCRADESNECIL
No. C 24283
CHA
RLES EDWARD
KLUGER
PROFESSIONAL SEAL:
REVISIONS SCHEDULE
3/10/2025 5:29:03 PM
C:
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Checker
Author
3/10/25
PC1
WIP
EXISTING
RESTROOM
PLANS
ME
D
T
R
O
N
I
C
S
A
N
T
A
A
N
A
18
5
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09-25
MEDTRONIC, INC.
10 MEDTRONIC
PARKWAY NE
MINNEAPOLIS, MN
55432
3/10/25 PC 1 SUBMITTAL
N
SCALE: 3/8" = 1'-0"2ENLARGED RESTROOM PLAN 2
N
KEY NOTE DESCRIPTION
EC 19 (E) WATER CLOSET TO REMAIN. SEE ACCESSIBILITY DETAIL
EC 20 (E) LAVATORY TO REMAIN. SEE ACCESSIBILITY DETAIL
EC 21 (E) GRAB BARS TO REMAIN. SEE ACCESSIBILITY DETAIL
EC 22 (E) URINAL TO REMAIN. SEE ACCESSIBILITY DETAIL
KEYNOTES
1. NO PROPOSED WORK IN EXISTING RESTROOMS.
2. ALL EXISTING RESTROOM ELEMENTS TO REMAIN, U.N.O.
3. CONTRACTOR TO VERIFY IN FIELD THAT THE CONDITIONS COMPLY W/
ACCESSIBILITY REQUIREMENTS.
4. ALL (E) BATHROOMS ACCESSORIES MOUNTING HEIGHTS TO COMPLY WITH
DETAIL 3/A202.
DRAWING SYMBOL LEGEND
GENERAL NOTES
1851 E Deere
Ave-Purlins4/8/2025
R G S E Inc. Structural Engineers
2720 Cochran St. Suite 8B, Simi Valley, CA 93065
(805) 522-3379 www.rgseinc.com
CALCULATIONS
PROJECT: Structural engineering services for the proposed re-roofing and
voluntary purlin strengthening for Medtronic Santa Ana, CA
JOB No: 24399
CLIENT: Andy Vissers
Sr. Facilities Program Manager
Andrew.j.vissers@medtronic.com
Medtronic
5920 Longbow Dr
Boulder CO 80301
PROJECT
MANAGER:
TASK:
Sokhean Chea (sokheanc@rgseinc.com)
Structural Engineering
RESULTING
DOCUMENTS:
BUILDING
CODE USED:
Calculations & Drawings
CBC 2022
DATE REMARK
12/5/2024 1st Plan Check Submittal
12/05/24 JOB# 24399 Page 1 of 51
1851 E Deere
Ave-Purlins4/8/2025
12/05/24 JOB# 24399 Page 2 of 51
RE-ROOFING
1851 E Deere
Ave-Purlins4/8/2025
Project Name: Purlin Strengthening, Medtronic Santa Ana
Project # 24399
Project Engineer: SC
Weight Weight
(N) Roof Loads (psf) (E) Roof Loads (psf)
PVC Membrane 0.5 asphalt shingles 2.5
Plywood, 1/2" 1.5 Plywood, 1/2" 1.5
joists 1.5 joists 1.5
insulation 1 insulation 1
Gyp. Brd. 0 Gyp. Brd. 0
ceiling 1 ceiling 1
mechanical 1 mechanical 1
Solar 0 Solar 0
misc. 1.5 misc. 1.5
8 < 10
beams 3 beams 3
11 13
live load 20 live load 20
total load 31 total load 33
Loading Criteria
Date: 12/5/2024
12/05/24 JOB# 24399 Page 3 of 51
Reroofing is not to increase loading to existing roof framing. During review of the as-built
conditions, it was recommended by our office that some existing purlins be strengthened based
on the margin by which they do not meet current code load requirements. Since there is no
added load under this scope, the CEBC does not require this improvement, therefore it is a
voluntary improvement.
1851 E Deere
Ave-Purlins4/8/2025
12/05/24 JOB# 24399 Page 4 of 51
(E) 4x12 PURLIN*
*For voluntary strengthening (E) 4x12 purlins with typical loading (no mechanical unit or
heavy piping)
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.03.04 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x12 purlin with (N) 3x on top
Project File: 24399 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
Construction
1,000.0
1,000.0
1,650.0
625.0
1,500.0
550.0
180.0
650.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0080, Lr = 0.020 ksf, Tributary Width = 8.0 ft
.DESIGN SUMMARY Design N.G.
Maximum Bending Stress Ratio 1.020: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 10.000 ft
65.07 psi=
=
1,250.00 psi
3.50 X 13.750Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 3.50 X 13.750
Maximum Shear Stress Ratio 0.289 : 1
0.000 ft=
=
1,275.39 psi
Maximum Deflection
0 <360
321
Ratio =0 <180
Max Downward Transient Deflection 0.509 in 471Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.746 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 20.0 ft 1 0.450 0.128 0.90 1.000 1.001.00 1.00 3.72 404.9 900.0 0.66 162.01.00 20.71.00
1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.0 ft 1 1.020 0.289 1.25 1.000 1.001.00 1.00 11.72 1,275.4 1,250.0 2.09 225.01.00 65.11.00
1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.0 ft 1 0.846 0.240 1.25 1.000 1.001.00 1.00 9.72 1,057.8 1,250.0 1.73 225.01.00 54.01.00
1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.0 ft 1 0.152 0.043 1.60 1.000 1.001.00 1.00 2.23 243.0 1,600.0 0.40 288.01.00 12.41.00
.
12/05/24 JOB# 24399 Page 5 of 51
see page 7
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.03.04 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x12 purlin with (N) 3x on top
Project File: 24399 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.7464 10.073 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 2.344 2.344
Max Upward from Load Combinations 2.344 2.344
Max Upward from Load Cases 1.600 1.600
D Only 0.744 0.744
+D+Lr 2.344 2.344
+D+0.750Lr 1.944 1.944
+0.60D 0.447 0.447
Lr Only 1.600 1.600
.
12/05/24 JOB# 24399 Page 6 of 51
1851 E Deere
Ave-Purlins4/8/2025
12/05/24 JOB# 24399 Page 7 of 51
1851 E Deere
Ave-Purlins4/8/2025
12/05/24 JOB# 24399 Page 8 of 51
(E) PURLIN STRENGTHENING*
*For voluntary strengthening (E) purlins where (E) mechanical unit occurs.
1851 E Deere
Ave-Purlins4/8/2025
Project:Engineer:SC
Job#
BEAM 1 4x14 BEAM 2 (2) 2x10
E1=1500 E2=1600
I1=718 I2=198
E1I1=1076414.063 E2I2=316581
77.3%
22.7%
Beam Relative Stiffness Load Distribution
Purlin Strengthening, Medtronic Santa Ana
24399
Load taken by Beam 1
load taken by Beam 2
12/05/24 JOB# 24399 Page 9 of 51
1851 E Deere
Ave-Purlins4/8/2025
Project:Engineer:JL
Job#
BEAM 1 4x12 BEAM 2 (2) 2x10
E1=1500 E2=1600
I1=415 I2=198
E1I1=622924.8047 E2I2=316581
66.3%
33.7%
Beam Relative Stiffness Load Distribution
Purlin Strengthening, Medtronic Santa Ana
24399
Load taken by Beam 1
load taken by Beam 2
12/05/24 JOB# 24399 Page 10 of 51
SC
1851 E Deere
Ave-Purlins4/8/2025
Project:Engineer:SC
Job#
BEAM 1 4x12 BEAM 2 (2) LVL 1.75x11.875
E1=1500 E2=1600
I1=415 I2=488
E1I1=622924.8047 E2I2=781462
44.4%
55.6%
Beam Relative Stiffness Load Distribution
Purlin Strengthening, Medtronic Santa Ana
24399
Load taken by Beam 1
load taken by Beam 2
12/05/24 JOB# 24399 Page 11 of 51
1851 E Deere
Ave-Purlins4/8/2025
Project:Engineer:SC
Job#
BEAM 1 4x14 BEAM 2 (2) LVL 1.75x11.875
E1=1500 E2=1600
I1=718 I2=488
E1I1=1076414.063 E2I2=781462
57.9%
42.1%
Beam Relative Stiffness Load Distribution
Purlin Strengthening, Medtronic Santa Ana
24399
Load taken by Beam 1
load taken by Beam 2
12/05/24 JOB# 24399 Page 12 of 51
1851 E Deere
Ave-Purlins4/8/2025
Project:Engineer:SC
Job#
BEAM 1 4x14 BEAM 2 (2) LVL 1.75x16
E1=1500 E2=1600
I1=718 I2=1195
E1I1=1076414.063 E2I2=1911467
36.0%
64.0%
Beam Relative Stiffness Load Distribution
Purlin Strengthening, Medtronic Santa Ana
24399
Load taken by Beam 1
load taken by Beam 2
12/05/24 JOB# 24399 Page 13 of 51
1851 E Deere
Ave-Purlins4/8/2025
Project:Engineer:SC
Job#
BEAM 1 4x14 BEAM 2 (2) LVL 1.75x14
E1=1500 E2=1600
I1=718 I2=800
E1I1=1076414.063 E2I2=1280533
45.7%
54.3%
Beam Relative Stiffness Load Distribution
Purlin Strengthening, Medtronic Santa Ana
24399
Load taken by Beam 1
load taken by Beam 2
12/05/24 JOB# 24399 Page 14 of 51
1851 E Deere
Ave-Purlins4/8/2025
Project:Purlin Strengthening, Medtronic Santa Ana Engineer SC
Job#
BEAM 1 4x14 BEAM 2 (2) 2x10 BEAM 3 (2) LVL 1.75x11.875
E1=1500 E2=1600 E2=1600
I1=718 I2=198 I2=488
E1I1=1076414.063 E2I2=316581 E2I2=781462
49.5%
14.6%
35.9%load taken by Beam 3
Beam Relative Stiffness Load Distribution
24399
Load taken by Beam 1
load taken by Beam 2
12/05/24 JOB# 24399 Page 15 of 51
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x12 purlin w/ (N) LVL 3.5x11.875 (NO MECH TYP)
Project File: 24324 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
Construction
1,000.0
1,000.0
1,650.0
625.0
1,500.0
550.0
180.0
650.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0040, Lr = 0.010 ksf, Tributary Width = 8.0 ft, (x44.4%)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.784: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 10.000 ft
41.90 psi=
=
1,250.00 psi
4x12Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 4x12
Maximum Shear Stress Ratio 0.186 : 1
0.000 ft=
=
979.58 psi
Maximum Deflection
516
<360
342
Ratio =0 <180
Max Downward Transient Deflection 0.465 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.701 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 20.0 ft 1 0.366 0.087 0.90 1.000 1.001.00 1.00 2.03 329.4 900.0 0.37 162.01.00 14.11.00
1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.0 ft 1 0.784 0.186 1.25 1.000 1.001.00 1.00 6.03 979.6 1,250.0 1.10 225.01.00 41.91.00
1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.0 ft 1 0.654 0.155 1.25 1.000 1.001.00 1.00 5.03 817.0 1,250.0 0.92 225.01.00 34.91.00
1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.0 ft 1 0.124 0.029 1.60 1.000 1.001.00 1.00 1.22 197.7 1,600.0 0.22 288.01.00 8.51.00
.
12/05/24 JOB# 24399 Page 16 of 51
see page 11
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x12 purlin w/ (N) LVL 3.5x11.875 (NO MECH TYP)
Project File: 24324 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.7007 10.073 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.205 1.205
Max Upward from Load Combinations 1.205 1.205
Max Upward from Load Cases 0.800 0.800
D Only 0.405 0.405
+D+Lr 1.205 1.205
+D+0.750Lr 1.005 1.005
+0.60D 0.243 0.243
Lr Only 0.800 0.800
12/05/24 JOB# 24399 Page 17 of 51
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(N) LVL 3.5x11.875 w/ (E) 4x12 purlin (NO MECH TYP)
Project File: 24324 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
iLevel Truss Joist
MicroLam LVL 1.9 E
2,600.0
2,600.0
2,510.0
750.0
1,900.0
965.71
285.0
1,555.0 42.010
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.00450, Lr = 0.0120 ksf, Tributary Width = 8.0 ft, (x55.6%)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.323: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 10.000 ft
47.08 psi=
=
3,254.63 psi
2-1.75x11.87Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
356.25 psi==
Section used for this span 2-1.75x11.87
Maximum Shear Stress Ratio 0.132 : 1
0.000 ft=
=
1,051.25 psi
Maximum Deflection
640
<360
426
Ratio =0 <180
Max Downward Transient Deflection 0.375 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.562 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 20.0 ft 1 0.150 0.061 0.90 1.001 1.001.00 1.00 2.41 351.0 2,343.3 0.44 256.51.00 15.71.00
1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.0 ft 1 0.323 0.132 1.25 1.001 1.001.00 1.00 7.21 1,051.3 3,254.6 1.30 356.31.00 47.11.00
1.00+D+0.750Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.0 ft 1 0.269 0.110 1.25 1.001 1.001.00 1.00 6.01 876.2 3,254.6 1.09 356.31.00 39.21.00
1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.0 ft 1 0.051 0.021 1.60 1.001 1.001.00 1.00 1.44 210.6 4,165.9 0.26 456.01.00 9.41.00
.
12/05/24 JOB# 24399 Page 18 of 51
see page 11
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(N) LVL 3.5x11.875 w/ (E) 4x12 purlin (NO MECH TYP)
Project File: 24324 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.5624 10.073 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.441 1.441
Max Upward from Load Combinations 1.441 1.441
Max Upward from Load Cases 0.960 0.960
D Only 0.481 0.481
+D+Lr 1.441 1.441
+D+0.750Lr 1.201 1.201
+0.60D 0.289 0.289
Lr Only 0.960 0.960
12/05/24 JOB# 24399 Page 19 of 51
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x14 purlin w/ (N) LVL 3.5x11.875 (NO MECH TYP)
Project File: 24324 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
Construction
1000
1000
1650
625
1500
550
180
650 31.21
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.00470, Lr = 0.0120 ksf, Tributary Width = 8.0 ft, (x57.9%)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.815: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 11.000 ft
46.26 psi=
=
1,250.00 psi
4x14Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 4x14
Maximum Shear Stress Ratio 0.206 : 1
20.956 ft=
=
1,018.35 psi
Maximum Deflection
527
<360
352
Ratio =0 <180
Max Downward Transient Deflection 0.500 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.748 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 22.0 ft 1 0.375 0.095 0.90 1.000 1.001.00 1.00 2.88 337.8 900.0 0.47 162.01.00 15.31.00
1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.815 0.206 1.25 1.000 1.001.00 1.00 8.69 1,018.4 1,250.0 1.43 225.01.00 46.31.00
1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.679 0.171 1.25 1.000 1.001.00 1.00 7.24 848.2 1,250.0 1.19 225.01.00 38.51.00
1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.127 0.032 1.60 1.000 1.001.00 1.00 1.73 202.7 1,600.0 0.28 288.01.00 9.21.00
.
12/05/24 JOB# 24399 Page 20 of 51
see page 12
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x14 purlin w/ (N) LVL 3.5x11.875 (NO MECH TYP)
Project File: 24324 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.7483 11.080 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.580 1.580
Max Upward from Load Combinations 1.580 1.580
Max Upward from Load Cases 1.056 1.056
D Only 0.524 0.524
+D+Lr 1.580 1.580
+D+0.750Lr 1.316 1.316
+0.60D 0.314 0.314
Lr Only 1.056 1.056
12/05/24 JOB# 24399 Page 21 of 51
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(N) LVL 3.5x11.875 w/ (E) 4x14 purlin (NO MECH TYP)
Project File: 24324 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
iLevel Truss Joist
MicroLam LVL 1.9 E
2,600.0
2,600.0
2,510.0
750.0
1,900.0
965.71
285.0
1,555.0 42.010
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.00340, Lr = 0.00850 ksf, Tributary Width = 8.0 ft, (x42.1%)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.291: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 11.000 ft
38.88 psi=
=
3,254.63 psi
2-1.75x11.87Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
356.25 psi==
Section used for this span 2-1.75x11.87
Maximum Shear Stress Ratio 0.109 : 1
21.036 ft=
=
947.23 psi
Maximum Deflection
679
<360
430
Ratio =0 <180
Max Downward Transient Deflection 0.388 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.613 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 22.0 ft 1 0.148 0.056 0.90 1.001 1.001.00 1.00 2.38 347.1 2,343.3 0.39 256.51.00 14.21.00
1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.291 0.109 1.25 1.001 1.001.00 1.00 6.49 947.2 3,254.6 1.08 356.31.00 38.91.00
1.00+D+0.750Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.245 0.092 1.25 1.001 1.001.00 1.00 5.46 797.2 3,254.6 0.91 356.31.00 32.71.00
1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.050 0.019 1.60 1.001 1.001.00 1.00 1.43 208.2 4,165.9 0.24 456.01.00 8.51.00
.
12/05/24 JOB# 24399 Page 22 of 51
see page 12
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(N) LVL 3.5x11.875 w/ (E) 4x14 purlin (NO MECH TYP)
Project File: 24324 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.6131 11.080 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.181 1.181
Max Upward from Load Combinations 1.181 1.181
Max Upward from Load Cases 0.748 0.748
D Only 0.433 0.433
+D+Lr 1.181 1.181
+D+0.750Lr 0.994 0.994
+0.60D 0.260 0.260
Lr Only 0.748 0.748
12/05/24 JOB# 24399 Page 23 of 51
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x12 purlin w/ (N) LVL 3.5x11.875 (at HP-37, grid line B.4&10-11)
Project File: 24324 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
Construction
1,000.0
1,000.0
1,650.0
625.0
1,500.0
550.0
180.0
650.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0040, Lr = 0.010 ksf, Tributary Width = 8.0 ft, (x44.4%)
Point Load : D = 0.10 k @ 10.0 ft, (HP-37 weight (=450#/2x44.4%))
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.849: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 10.000 ft
43.80 psi=
=
1,250.00 psi
4x12Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 4x12
Maximum Shear Stress Ratio 0.195 : 1
0.000 ft=
=
1,060.85 psi
Maximum Deflection
516
<360
321
Ratio =0 <180
Max Downward Transient Deflection 0.465 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.747 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 20.0 ft 1 0.456 0.099 0.90 1.000 1.001.00 1.00 2.53 410.7 900.0 0.42 162.01.00 16.01.00
1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.0 ft 1 0.849 0.195 1.25 1.000 1.001.00 1.00 6.53 1,060.8 1,250.0 1.15 225.01.00 43.81.00
1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.0 ft 1 0.719 0.164 1.25 1.000 1.001.00 1.00 5.53 898.3 1,250.0 0.97 225.01.00 36.81.00
1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 20.0 ft 1 0.154 0.033 1.60 1.000 1.001.00 1.00 1.52 246.4 1,600.0 0.25 288.01.00 9.61.00
.
12/05/24 JOB# 24399 Page 24 of 51
see page 11
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x12 purlin w/ (N) LVL 3.5x11.875 (at HP-37, grid line B.4&10-11)
Project File: 24324 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.7471 10.073 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.255 1.255
Max Upward from Load Combinations 1.255 1.255
Max Upward from Load Cases 0.800 0.800
D Only 0.455 0.455
+D+Lr 1.255 1.255
+D+0.750Lr 1.055 1.055
+0.60D 0.273 0.273
Lr Only 0.800 0.800
12/05/24 JOB# 24399 Page 25 of 51
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x14 purlin w/ (N) LVL 3.5x11.875 (at HP-24, grid line C&7-8)
Project File: 24324 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
Construction
1,000.0
1,000.0
1,650.0
625.0
1,500.0
550.0
180.0
650.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.00470, Lr = 0.0120 ksf, Tributary Width = 8.0 ft, (x57.9%)
Point Load : D = 0.260 k @ 11.0 ft, (HP-24 weight (=900#/2x57.9%))
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.949: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 11.000 ft
50.47 psi=
=
1,250.00 psi
4x14Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 4x14
Maximum Shear Stress Ratio 0.224 : 1
20.956 ft=
=
1,185.91 psi
Maximum Deflection
527
<360
311
Ratio =0 <180
Max Downward Transient Deflection 0.500 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.847 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 22.0 ft 1 0.562 0.121 0.90 1.000 1.001.00 1.00 4.31 505.4 900.0 0.60 162.01.00 19.61.00
1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.949 0.224 1.25 1.000 1.001.00 1.00 10.12 1,185.9 1,250.0 1.56 225.01.00 50.51.00
1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.813 0.190 1.25 1.000 1.001.00 1.00 8.67 1,015.8 1,250.0 1.32 225.01.00 42.71.00
1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.190 0.041 1.60 1.000 1.001.00 1.00 2.59 303.2 1,600.0 0.36 288.01.00 11.71.00
.
12/05/24 JOB# 24399 Page 26 of 51
see page 12
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x14 purlin w/ (N) LVL 3.5x11.875 (at HP-24, grid line C&7-8)
Project File: 24324 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.8468 11.080 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.710 1.710
Max Upward from Load Combinations 1.710 1.710
Max Upward from Load Cases 1.056 1.056
D Only 0.654 0.654
+D+Lr 1.710 1.710
+D+0.750Lr 1.446 1.446
+0.60D 0.392 0.392
Lr Only 1.056 1.056
12/05/24 JOB# 24399 Page 27 of 51
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(N) LVL 3.5x11.875 w/ (E) 4x14 purlin (at HP-24, grid line C&7-8)
Project File: 24324 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
iLevel Truss Joist
MicroLam LVL 1.9 E
2,600.0
2,600.0
2,510.0
750.0
1,900.0
965.71
285.0
1,555.0 42.010
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.00340, Lr = 0.00850 ksf, Tributary Width = 8.0 ft, (x42.1%)
Point Load : D = 0.20 k @ 11.0 ft, (HP-24 weight (=900/2x42.1%))
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.340: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 11.000 ft
42.48 psi=
=
3,254.63 psi
2-1.75x11.87Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
356.25 psi==
Section used for this span 2-1.75x11.87
Maximum Shear Stress Ratio 0.119 : 1
21.036 ft=
=
1,107.70 psi
Maximum Deflection
679
<360
379
Ratio =0 <180
Max Downward Transient Deflection 0.388 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.696 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 22.0 ft 1 0.217 0.070 0.90 1.001 1.001.00 1.00 3.48 507.5 2,343.3 0.49 256.51.00 17.91.00
1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.340 0.119 1.25 1.001 1.001.00 1.00 7.59 1,107.7 3,254.6 1.18 356.31.00 42.51.00
1.00+D+0.750Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.294 0.102 1.25 1.001 1.001.00 1.00 6.56 957.7 3,254.6 1.01 356.31.00 36.31.00
1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.073 0.023 1.60 1.001 1.001.00 1.00 2.09 304.5 4,165.9 0.30 456.01.00 10.71.00
.
12/05/24 JOB# 24399 Page 28 of 51
see page 12
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(N) LVL 3.5x11.875 w/ (E) 4x14 purlin (at HP-24, grid line C&7-8)
Project File: 24324 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.6962 11.080 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.281 1.281
Max Upward from Load Combinations 1.281 1.281
Max Upward from Load Cases 0.748 0.748
D Only 0.533 0.533
+D+Lr 1.281 1.281
+D+0.750Lr 1.094 1.094
+0.60D 0.320 0.320
Lr Only 0.748 0.748
12/05/24 JOB# 24399 Page 29 of 51
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x14 purlin w/ (N) LVL 3.5x16 (at AHU-10, grid line B&8-9)
Project File: 24324 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
Construction
1,000.0
1,000.0
1,650.0
625.0
1,500.0
550.0
180.0
650.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0030, Lr = 0.00720 ksf, Tributary Width = 8.0 ft, (x36%)
Point Load : D = 0.570 k @ 11.0 ft, (AHU-10 weight (=6200#/4x36%))
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.814: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 11.000 ft
38.73 psi=
=
1,250.00 psi
4x14Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 4x14
Maximum Shear Stress Ratio 0.172 : 1
20.956 ft=
=
1,017.06 psi
Maximum Deflection
879
<360
380
Ratio =0 <180
Max Downward Transient Deflection 0.300 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.693 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 22.0 ft 1 0.676 0.125 0.90 1.000 1.001.00 1.00 5.20 608.7 900.0 0.62 162.01.00 20.21.00
1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.814 0.172 1.25 1.000 1.001.00 1.00 8.68 1,017.1 1,250.0 1.20 225.01.00 38.71.00
1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.732 0.152 1.25 1.000 1.001.00 1.00 7.81 915.0 1,250.0 1.05 225.01.00 34.11.00
1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.228 0.042 1.60 1.000 1.001.00 1.00 3.12 365.2 1,600.0 0.37 288.01.00 12.11.00
.
12/05/24 JOB# 24399 Page 30 of 51
see page 13
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x14 purlin w/ (N) LVL 3.5x16 (at AHU-10, grid line B&8-9)
Project File: 24324 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.6933 11.080 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.293 1.293
Max Upward from Load Combinations 1.293 1.293
Max Upward from Load Cases 0.660 0.660
D Only 0.660 0.660
+D+Lr 1.293 1.293
+D+0.750Lr 1.135 1.135
+0.60D 0.396 0.396
Lr Only 0.634 0.634
12/05/24 JOB# 24399 Page 31 of 51
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(N) LVL 3.5x16 w/ (E) 4x14 purlin (at AHU-10, grid line B&8-9)
Project File: 24324 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
iLevel Truss Joist
MicroLam LVL 1.9 E
2,600.0
2,600.0
2,510.0
750.0
1,900.0
965.71
285.0
1,555.0 42.010
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.00520, Lr = 0.0130 ksf, Tributary Width = 8.0 ft, (x64%)
Point Load : D = 0.9920 k @ 11.0 ft, (AHU-10 weight (=6200/4x64%))
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.392: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 11.000 ft
55.43 psi=
=
3,125.30 psi
2-1.75x16Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
356.25 psi==
Section used for this span 2-1.75x16
Maximum Shear Stress Ratio 0.156 : 1
20.715 ft=
=
1,225.70 psi
Maximum Deflection
1086
<360
482
Ratio =0 <180
Max Downward Transient Deflection 0.243 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.547 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 22.0 ft 1 0.320 0.111 0.90 0.962 1.001.00 1.00 8.96 720.1 2,250.2 1.06 256.51.00 28.41.00
1.00+D+Lr 0.962 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.392 0.156 1.25 0.962 1.001.00 1.00 15.25 1,225.7 3,125.3 2.07 356.31.00 55.41.00
1.00+D+0.750Lr 0.962 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.352 0.137 1.25 0.962 1.001.00 1.00 13.68 1,099.3 3,125.3 1.82 356.31.00 48.71.00
1.00+0.60D 0.962 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.108 0.037 1.60 0.962 1.001.00 1.00 5.38 432.1 4,000.4 0.64 456.01.00 17.01.00
.
12/05/24 JOB# 24399 Page 32 of 51
see page 13
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(N) LVL 3.5x16 w/ (E) 4x14 purlin (at AHU-10, grid line B&8-9)
Project File: 24324 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.5467 11.080 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 2.277 2.277
Max Upward from Load Combinations 2.277 2.277
Max Upward from Load Cases 1.144 1.144
D Only 1.133 1.133
+D+Lr 2.277 2.277
+D+0.750Lr 1.991 1.991
+0.60D 0.680 0.680
Lr Only 1.144 1.144
12/05/24 JOB# 24399 Page 33 of 51
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x14 purlin w/ (N) LVL 3.5x14 (at HP-20 & HP-21, grid line C&6-7)
Project File: 24324 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
Construction
1,000.0
1,000.0
1,650.0
625.0
1,500.0
550.0
180.0
650.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.00370, Lr = 0.00920 ksf, Tributary Width = 8.0 ft, (x45.7%)
Point Load : D = 0.320 k @ 11.0 ft, (HP-20 weight (=1400#/2x45.7%))
Point Load : D = 0.150 k @ 11.0 ft, (HP-21 weight (=650#/2x45.7%))
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.885: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 11.000 ft
44.07 psi=
=
1,250.00 psi
4x14Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 4x14
Maximum Shear Stress Ratio 0.196 : 1
20.956 ft=
=
1,105.74 psi
Maximum Deflection
688
<360
343
Ratio =0 <180
Max Downward Transient Deflection 0.383 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.768 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 22.0 ft 1 0.649 0.126 0.90 1.000 1.001.00 1.00 4.98 584.0 900.0 0.63 162.01.00 20.41.00
1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.885 0.196 1.25 1.000 1.001.00 1.00 9.44 1,105.7 1,250.0 1.36 225.01.00 44.11.00
1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.780 0.170 1.25 1.000 1.001.00 1.00 8.32 975.3 1,250.0 1.18 225.01.00 38.11.00
1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.219 0.042 1.60 1.000 1.001.00 1.00 2.99 350.4 1,600.0 0.38 288.01.00 12.21.00
.
12/05/24 JOB# 24399 Page 34 of 51
see page 14
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x14 purlin w/ (N) LVL 3.5x14 (at HP-20 & HP-21, grid line C&6-7)
Project File: 24324 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.7679 11.080 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.481 1.481
Max Upward from Load Combinations 1.481 1.481
Max Upward from Load Cases 0.810 0.810
D Only 0.671 0.671
+D+Lr 1.481 1.481
+D+0.750Lr 1.278 1.278
+0.60D 0.403 0.403
Lr Only 0.810 0.810
12/05/24 JOB# 24399 Page 35 of 51
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(N) LVL 3.5x14 w/ (E) 4x14 purlin (at HP-20 & HP-21, grid line C&6-7)
Project File: 24324 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
iLevel Truss Joist
MicroLam LVL 1.9 E
2,600.0
2,600.0
2,510.0
750.0
1,900.0
965.71
285.0
1,555.0 42.010
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.00440, Lr = 0.0110 ksf, Tributary Width = 8.0 ft, (x54.3%)
Point Load : D = 0.390 k @ 11.0 ft, (HP-20 weight (=1400/2x54.3%))
Point Load : D = 0.180 k @ 11.0 ft, (HP-21 weight (=650/2x54.3%))
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.378: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 11.000 ft
50.29 psi=
=
3,182.57 psi
2-1.75x14Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
356.25 psi==
Section used for this span 2-1.75x14
Maximum Shear Stress Ratio 0.141 : 1
20.876 ft=
=
1,202.11 psi
Maximum Deflection
860
<360
423
Ratio =0 <180
Max Downward Transient Deflection 0.307 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.624 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 22.0 ft 1 0.281 0.092 0.90 0.979 1.001.00 1.00 6.13 643.3 2,291.5 0.77 256.51.00 23.71.00
1.00+D+Lr 0.979 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.378 0.141 1.25 0.979 1.001.00 1.00 11.45 1,202.1 3,182.6 1.64 356.31.00 50.31.00
1.00+D+0.750Lr 0.979 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.334 0.123 1.25 0.979 1.001.00 1.00 10.12 1,062.4 3,182.6 1.43 356.31.00 43.61.00
1.00+0.60D 0.979 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.095 0.031 1.60 0.979 1.001.00 1.00 3.68 386.0 4,073.7 0.46 456.01.00 14.21.00
.
12/05/24 JOB# 24399 Page 36 of 51
see page 14
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(N) LVL 3.5x14 w/ (E) 4x14 purlin (at HP-20 & HP-21, grid line C&6-7)
Project File: 24324 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.6238 11.080 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.797 1.797
Max Upward from Load Combinations 1.797 1.797
Max Upward from Load Cases 0.968 0.968
D Only 0.829 0.829
+D+Lr 1.797 1.797
+D+0.750Lr 1.555 1.555
+0.60D 0.498 0.498
Lr Only 0.968 0.968
12/05/24 JOB# 24399 Page 37 of 51
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x14 purlin w/ (N) LVL 3.5x14 (at AH-5, grid line A.8&6-7)
Project File: 24324 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
Construction
1,000.0
1,000.0
1,650.0
625.0
1,500.0
550.0
180.0
650.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.00370, Lr = 0.00920 ksf, Tributary Width = 8.0 ft, (x45.7%)
Point Load : D = 0.40 k @ 11.0 ft, (AH-5 weight (=3445#/4x45.7%))
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.849: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 11.000 ft
42.94 psi=
=
1,250.00 psi
4x14Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 4x14
Maximum Shear Stress Ratio 0.191 : 1
20.956 ft=
=
1,060.63 psi
Maximum Deflection
688
<360
356
Ratio =0 <180
Max Downward Transient Deflection 0.383 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.741 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 22.0 ft 1 0.599 0.119 0.90 1.000 1.001.00 1.00 4.60 538.9 900.0 0.59 162.01.00 19.21.00
1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.849 0.191 1.25 1.000 1.001.00 1.00 9.05 1,060.6 1,250.0 1.33 225.01.00 42.91.00
1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.744 0.165 1.25 1.000 1.001.00 1.00 7.94 930.2 1,250.0 1.14 225.01.00 37.01.00
1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.202 0.040 1.60 1.000 1.001.00 1.00 2.76 323.3 1,600.0 0.36 288.01.00 11.51.00
.
12/05/24 JOB# 24399 Page 38 of 51
see page 14
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x14 purlin w/ (N) LVL 3.5x14 (at AH-5, grid line A.8&6-7)
Project File: 24324 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.7414 11.080 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.446 1.446
Max Upward from Load Combinations 1.446 1.446
Max Upward from Load Cases 0.810 0.810
D Only 0.636 0.636
+D+Lr 1.446 1.446
+D+0.750Lr 1.243 1.243
+0.60D 0.382 0.382
Lr Only 0.810 0.810
12/05/24 JOB# 24399 Page 39 of 51
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x14 purlin w/ (N) LVL 3.5x16 (at AH-5, grid line B&6-7)
Project File: 24324 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
Construction
1,000.0
1,000.0
1,650.0
625.0
1,500.0
550.0
180.0
650.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0030, Lr = 0.00720 ksf, Tributary Width = 8.0 ft, (x36%)
Point Load : D = 0.620 k @ 11.0 ft, (AH-5 weight (=3445#/2x36%))
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.839: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 11.000 ft
39.54 psi=
=
1,250.00 psi
4x14Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 4x14
Maximum Shear Stress Ratio 0.176 : 1
20.956 ft=
=
1,049.28 psi
Maximum Deflection
879
<360
370
Ratio =0 <180
Max Downward Transient Deflection 0.300 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.712 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 22.0 ft 1 0.712 0.130 0.90 1.000 1.001.00 1.00 5.47 641.0 900.0 0.65 162.01.00 21.01.00
1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.839 0.176 1.25 1.000 1.001.00 1.00 8.95 1,049.3 1,250.0 1.22 225.01.00 39.51.00
1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.758 0.155 1.25 1.000 1.001.00 1.00 8.08 947.2 1,250.0 1.08 225.01.00 34.91.00
1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.240 0.044 1.60 1.000 1.001.00 1.00 3.28 384.6 1,600.0 0.39 288.01.00 12.61.00
.
12/05/24 JOB# 24399 Page 40 of 51
see page 13
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x14 purlin w/ (N) LVL 3.5x16 (at AH-5, grid line B&6-7)
Project File: 24324 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.7122 11.080 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.318 1.318
Max Upward from Load Combinations 1.318 1.318
Max Upward from Load Cases 0.685 0.685
D Only 0.685 0.685
+D+Lr 1.318 1.318
+D+0.750Lr 1.160 1.160
+0.60D 0.411 0.411
Lr Only 0.634 0.634
12/05/24 JOB# 24399 Page 41 of 51
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x14 purlin w/ (N) LVL 3.5x16 (at AH-9, grid line B.4&5-6)
Project File: 24324 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
Construction
1,000.0
1,000.0
1,650.0
625.0
1,500.0
550.0
180.0
650.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0030, Lr = 0.00720 ksf, Tributary Width = 8.0 ft, (x36%)
Point Load : D = 0.90 k @ 11.0 ft, (AH-9 weight (=5000#/2x36%))
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.984: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 11.000 ft
44.07 psi=
=
1,250.00 psi
4x14Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 4x14
Maximum Shear Stress Ratio 0.196 : 1
20.956 ft=
=
1,229.73 psi
Maximum Deflection
879
<360
322
Ratio =0 <180
Max Downward Transient Deflection 0.300 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.818 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 22.0 ft 1 0.913 0.158 0.90 1.000 1.001.00 1.00 7.01 821.4 900.0 0.79 162.01.00 25.51.00
1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.984 0.196 1.25 1.000 1.001.00 1.00 10.49 1,229.7 1,250.0 1.36 225.01.00 44.11.00
1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.902 0.175 1.25 1.000 1.001.00 1.00 9.62 1,127.7 1,250.0 1.22 225.01.00 39.41.00
1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.308 0.053 1.60 1.000 1.001.00 1.00 4.21 492.8 1,600.0 0.47 288.01.00 15.31.00
.
12/05/24 JOB# 24399 Page 42 of 51
see page 13
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x14 purlin w/ (N) LVL 3.5x16 (at AH-9, grid line B.4&5-6)
Project File: 24324 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.8183 11.080 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.458 1.458
Max Upward from Load Combinations 1.458 1.458
Max Upward from Load Cases 0.825 0.825
D Only 0.825 0.825
+D+Lr 1.458 1.458
+D+0.750Lr 1.300 1.300
+0.60D 0.495 0.495
Lr Only 0.634 0.634
12/05/24 JOB# 24399 Page 43 of 51
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(N) LVL 3.5x16 w/ (E) 4x14 purlin (at AHU-9, grid line B.4&5-6)
Project File: 24324 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
iLevel Truss Joist
MicroLam LVL 1.9 E
2,600.0
2,600.0
2,510.0
750.0
1,900.0
965.71
285.0
1,555.0 42.010
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.00520, Lr = 0.0130 ksf, Tributary Width = 8.0 ft, (x64%)
Point Load : D = 1.60 k @ 11.0 ft, (AHU-9 weight (=5000#/2x64%))
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.478: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 11.000 ft
63.57 psi=
=
3,125.30 psi
2-1.75x16Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
356.25 psi==
Section used for this span 2-1.75x16
Maximum Shear Stress Ratio 0.178 : 1
20.715 ft=
=
1,494.42 psi
Maximum Deflection
1086
<360
406
Ratio =0 <180
Max Downward Transient Deflection 0.243 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.650 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 22.0 ft 1 0.439 0.142 0.90 0.962 1.001.00 1.00 12.31 988.8 2,250.2 1.36 256.51.00 36.51.00
1.00+D+Lr 0.962 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.478 0.178 1.25 0.962 1.001.00 1.00 18.60 1,494.4 3,125.3 2.37 356.31.00 63.61.00
1.00+D+0.750Lr 0.962 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.438 0.159 1.25 0.962 1.001.00 1.00 17.02 1,368.0 3,125.3 2.12 356.31.00 56.81.00
1.00+0.60D 0.962 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.148 0.048 1.60 0.962 1.001.00 1.00 7.38 593.3 4,000.4 0.82 456.01.00 21.91.00
.
12/05/24 JOB# 24399 Page 44 of 51
see page 13
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(N) LVL 3.5x16 w/ (E) 4x14 purlin (at AHU-9, grid line B.4&5-6)
Project File: 24324 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.6499 11.080 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 2.581 2.581
Max Upward from Load Combinations 2.581 2.581
Max Upward from Load Cases 1.437 1.437
D Only 1.437 1.437
+D+Lr 2.581 2.581
+D+0.750Lr 2.295 2.295
+0.60D 0.862 0.862
Lr Only 1.144 1.144
12/05/24 JOB# 24399 Page 45 of 51
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(N) LVL 3.5x11.875 w/ (E) 2-2x10 & (E) 4x14 (at AH-3A, grid line A.4&5-6)
Project File: 24324 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
iLevel Truss Joist
MicroLam LVL 1.9 E
2,600.0
2,600.0
2,510.0
750.0
1,900.0
965.71
285.0
1,555.0 42.010
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0030, Lr = 0.00720 ksf, Tributary Width = 8.0 ft, (x35.9%)
Point Load : D = 0.390 k @ 11.0 ft, (AH-3A weight (=2160#/2x35.9%))
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.350: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 11.000 ft
40.99 psi=
=
3,254.63 psi
2-1.75x11.87Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
356.25 psi==
Section used for this span 2-1.75x11.87
Maximum Shear Stress Ratio 0.115 : 1
21.036 ft=
=
1,140.11 psi
Maximum Deflection
802
<360
378
Ratio =0 <180
Max Downward Transient Deflection 0.329 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.697 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 22.0 ft 1 0.270 0.078 0.90 1.001 1.001.00 1.00 4.33 631.7 2,343.3 0.56 256.51.00 20.11.00
1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.350 0.115 1.25 1.001 1.001.00 1.00 7.82 1,140.1 3,254.6 1.14 356.31.00 41.01.00
1.00+D+0.750Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.311 0.100 1.25 1.001 1.001.00 1.00 6.94 1,013.0 3,254.6 0.99 356.31.00 35.81.00
1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.091 0.026 1.60 1.001 1.001.00 1.00 2.60 379.0 4,165.9 0.33 456.01.00 12.11.00
.
12/05/24 JOB# 24399 Page 46 of 51
see page 15
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(N) LVL 3.5x11.875 w/ (E) 2-2x10 & (E) 4x14 (at AH-3A, grid line A.4&5-6)
Project File: 24324 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.6974 11.080 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.226 1.226
Max Upward from Load Combinations 1.226 1.226
Max Upward from Load Cases 0.634 0.634
D Only 0.592 0.592
+D+Lr 1.226 1.226
+D+0.750Lr 1.068 1.068
+0.60D 0.355 0.355
Lr Only 0.634 0.634
12/05/24 JOB# 24399 Page 47 of 51
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 2-2x10 w/ (N) LVL 3.5x11.875 & (E) 4x14 (at AH-3A, grid line A.4&5-6)
Project File: 24324 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.00120, Lr = 0.0030 ksf, Tributary Width = 8.0 ft, (x14.6%)
Point Load : D = 0.160 k @ 11.0 ft, (AH-3A weight (=2160#/2x14.6%))
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.743: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 11.000 ft
26.33 psi=
=
1,237.50 psi
2-2x10Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 2-2x10
Maximum Shear Stress Ratio 0.117 : 1
21.277 ft=
=
919.10 psi
Maximum Deflection
656
<360
307
Ratio =0 <180
Max Downward Transient Deflection 0.402 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.858 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 22.0 ft 1 0.574 0.080 0.90 1.100 1.001.00 1.00 1.82 511.8 891.0 0.24 162.01.00 13.01.00
1.00+D+Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.743 0.117 1.25 1.100 1.001.00 1.00 3.28 919.1 1,237.5 0.49 225.01.00 26.31.00
1.00+D+0.750Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.660 0.102 1.25 1.100 1.001.00 1.00 2.91 817.3 1,237.5 0.43 225.01.00 23.01.00
1.00+0.60D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.194 0.027 1.60 1.100 1.001.00 1.00 1.09 307.1 1,584.0 0.14 288.01.00 7.81.00
.
12/05/24 JOB# 24399 Page 48 of 51
see page 15
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 2-2x10 w/ (N) LVL 3.5x11.875 & (E) 4x14 (at AH-3A, grid line A.4&5-6)
Project File: 24324 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.8582 11.080 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.516 0.516
Max Upward from Load Combinations 0.516 0.516
Max Upward from Load Cases 0.264 0.264
D Only 0.252 0.252
+D+Lr 0.516 0.516
+D+0.750Lr 0.450 0.450
+0.60D 0.151 0.151
Lr Only 0.264 0.264
12/05/24 JOB# 24399 Page 49 of 51
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x14 w/ (N) LVL 3.5x11.875 & (E) 2-2x10 (at AH-3A, grid line A.4&5-6)
Project File: 24324 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
Construction
1000
1000
1650
625
1500
550
180
650 31.21
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0040, Lr = 0.010 ksf, Tributary Width = 8.0 ft, (x49.5%)
Point Load : D = 0.540 k @ 11.0 ft, (AH-3A weight (=2160#/2x49.5%))
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.971: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 11.000 ft
48.04 psi=
=
1,250.00 psi
4x14Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 4x14
Maximum Shear Stress Ratio 0.214 : 1
20.956 ft=
=
1,213.23 psi
Maximum Deflection
633
<360
314
Ratio =0 <180
Max Downward Transient Deflection 0.417 in
0
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.840 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 22.0 ft 1 0.718 0.138 0.90 1.000 1.001.00 1.00 5.51 646.1 900.0 0.69 162.01.00 22.31.00
1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.971 0.214 1.25 1.000 1.001.00 1.00 10.35 1,213.2 1,250.0 1.49 225.01.00 48.01.00
1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.857 0.185 1.25 1.000 1.001.00 1.00 9.14 1,071.5 1,250.0 1.29 225.01.00 41.61.00
1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 22.0 ft 1 0.242 0.046 1.60 1.000 1.001.00 1.00 3.31 387.7 1,600.0 0.41 288.01.00 13.41.00
.
12/05/24 JOB# 24399 Page 50 of 51
see page 15
1851 E Deere
Ave-Purlins4/8/2025
Wood Beam
LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023
DESCRIPTION:(E) 4x14 w/ (N) LVL 3.5x11.875 & (E) 2-2x10 (at AH-3A, grid line A.4&5-6)
Project File: 24324 Enercalc.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.8403 11.080 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.613 1.613
Max Upward from Load Combinations 1.613 1.613
Max Upward from Load Cases 0.880 0.880
D Only 0.733 0.733
+D+Lr 1.613 1.613
+D+0.750Lr 1.393 1.393
+0.60D 0.440 0.440
Lr Only 0.880 0.880
12/05/24 JOB# 24399 Page 51 of 51
1851 E Deere
Ave-Purlins4/8/2025
GE
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1" ACTUAL
No.6432J
EFFREY SCOTT LUBBERTS
STRUC T URALSTATEOFCALIFORNIA
REGISTERED PROFESSIONALENGINEER
GENERAL STRUCTURAL NOTES:
1.THIS DOCUMENT IS AN INSTRUMENT OF PROFESSIONAL SERVICE PREPARED BY RGSE INC.
ALTERATION OF THIS DOCUMENT BY ANY PARTY OTHER THAN RGSE INC. IS A VIOLATION OF LAW THAT
WILL BE PROSECUTED TO ITS FULLEST EXTENT.
2.THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS & CONDITIONS AT THE JOB SITE PRIOR TO
STARTING CONSTRUCTION AND THE ARCHITECT/ENGINEER SHALL BE NOTIFIED OF ANY
DISCREPANCIES, INCONSISTENCIES, OR ISSUES WITH CONSTRUCTIBILITY.
3.AT ANY DISCREPANCIES OR CONFLICTS BETWEEN PLAN AND ELEVATION DIMENSIONS SHOWN ON THE
ARCHITECTURAL DRAWINGS AND THE STRUCTURAL DRAWINGS, THE ARCHITECTURAL DIMENSIONS
SHALL GOVERN. IF ANY OF THESE DIMENSIONS DIFFER BY MORE THAN 5%, THE ENGINEER SHALL BE
NOTIFIED OF THE CONFLICT, AND THE CONTRACTOR SHALL WAIT FOR INSTRUCTIONS.
4.THE CONTRACT CONSTRUCTION DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED
STRUCTURE. UNLESS OTHERWISE NOTED, THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION.
THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE,
WORKMEN, AND OTHER PERSONS DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT
NOT LIMITED TO: BRACING, ALL SHORING, FORMS, AND SCAFFOLDING.
5.OPENINGS, POCKETS, ETC. SHALL NOT BE PLACED IN SLABS BEAMS, COLUMNS, WALLS, ETC., UNLESS
SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS.
6.ALL ASTM SPECIFICATIONS NOTED ON THESE DRAWINGS SHALL BE OF THE LATEST REVISION.
7.IN THE EVENT THAT CERTAIN FEATURES OF CONSTRUCTION ARE NOT FULLY SHOWN ON THE
DRAWINGS OR CALLED FOR IN THE NOTES OR SPECIFICATIONS. NOTIFY THE ARCHITECT/ENGINEER
IMMEDIATELY & WAIT FOR INSTRUCTIONS.
8.COST OF ADDITIONAL DESIGN WORK NECESSITATED BY SELECTION OF AN OPTION NOT DUE TO
ERRORS OR OMISSIONS IN CONSTRUCTION, SHALL BE BORN BY THE CONTRACTOR.
9.WHERE DESIGN AND DETAILS OF PLATE GIRDERS, TRUSSES, ETC., IS TO BE PROVIDED BY FABRICATOR,
CONTRACTOR SHALL SUBMIT CALCULATIONS PREPARED BY A CIVIL OR STRUCTURAL ENGINEER, TO
THE ENGINEER AND TO THE BUILDING DEPARTMENT FOR REVIEW PRIOR TO FABRICATION.
10.UNLESS AN ITEM ON THE PLANS OR DETAILS IS SPECIFICALLY MARKED AS AN EXISTING ITEM, THE
CONTRACTOR IS TO ASSUME THAT IT IS NEW, AND INCLUDE IT IN THE CONSTRUCTION BUDGET.
11.WHERE SOIL REPORT IS CITED, ITS REQUIREMENTS ADOPTED HEREIN.
12.ALL MANUFACTURED PRODUCTS MUST BE INSTALLED PER MANUFACTURER'S RECOMMENDATION.
13.WHILE EVERY REASONABLE EFFORT HAS BEEN MADE TO PROVIDE A BUILDABLE SET OF CONTRACT
DOCUMENTS WITH MINIMAL ERRORS OR OMISSIONS, THE CONTRACTOR ACKNOWLEDGES AND
UNDERSTANDS THAT THE CONTRACT DOCUMENTS MAY REPRESENT IMPERFECT DATA AND MAY
CONTAIN ERRORS, OMISSIONS, CONFLICTS, INCONSISTENCIES, CODE VIOLATIONS AND IMPROPER USE
OF MATERIALS. SUCH DEFICIENCIES WILL BE CORRECTED BY THE ARCHITECT OR HIS/HER
CONSULTANTS WHEN IDENTIFIED. THE CONTRACTOR AGREES TO CAREFULLY STUDY AND COMPARE
THE INDIVIDUAL CONTRACT DOCUMENTS AND REPORT AT ONCE IN WRITING TO THE ARCHITECT ANY
DEFICIENCIES THE CONTRACTOR MAY DISCOVER. THE CONTRACTOR FURTHER AGREES TO REQUIRE
EACH SUBCONTRACTOR TO LIKEWISE STUDY THE DOCUMENTS AND TO REPORT AT ONCE ANY
DEFICIENCIES DISCOVERED. THE CONSULTANT AND ARCHITECT, TOGETHER WITH CONTRACTOR
SHALL RESOLVE ALL REPORTED DEFICIENCIES PRIOR TO STARTING ANY WORK. ANY QUESTIONABLE
WORK PERFORMED PRIOR TO RESOLUTION OF CONFLICTS OR ERRORS OR FURTHER CLARIFICATION
FROM THE ARCHITECT WILL BE DONE AT THE CONTRACTOR'S RISK.
14.OPTIONS, IF PROVIDED HEREIN, ARE FOR CONTRACTOR'S CONVENIENCE. HE SHALL BE RESPONSIBLE
FOR ALL CHANGES NECESSARY, SHALL COORDINATE ALL DETAILS, AND SHALL OBTAIN ALL REQUIRED
APPROVALS.
15.ANY MECHANICAL AND ELECTRICAL EQUIPMENT, STORAGE RACKS, SAFES, AND ANY OBJECT
EXPECTED TO BE IN THE BUILDING THAT HAS AN OPERATIONAL WEIGHT (FULLY LOADED) GREATER
THEN 400 LB. FLOOR OR ROOF MOUNTED, OR GREATER THEN 200 LB. SUSPENDED FROM A FLOOR,
CEILING OR WALL SHALL BE SHOWN ON THESE DRAWINGS. IF THEY ARE NOT SHOWN ON THESE
DRAWINGS, THEY SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER, AND A CUT
SHEET FOR THE SPECIFIC ITEM SHALL BE MADE AVAILABLE.
16.CONSTRUCTION WASTE REDUCTION, DISPOSAL AND RECYCLING SHALL BE IN CONFORMANCE WITH
THE REQUIREMENTS OF THE LATEST ADOPTED CALIFORNIA GREEN BUILDING CODE.
17.CONTRACTOR IS TO VERIFY THAT NO EXISTING STEEL REINFORCING, OR TENSION CABLES ARE
DAMAGED WHEN INSTALLING POST INSTALLED WEDGE OR CHEMICAL ANCHORS. MECHANICAL
ANCHORS ARE ONLY APPROVED FOR INTERIOR DRY USE, OTHERWISE CHEMICAL ANCHORS MUST BE
USED.
18.ENHANCED DURABILITY AND REDUCE MAINTENANCE. RODENT PROOFING. ANNULAR SPACES AROUND
PIPED, ELECTRIC CABLES, CONDUITS OR OTHER OPENINGS IN SOLE/BOTTOM PLATES AT EXTERIOR
WALLS SHALL BE PROTECTED AGAINST THE PASSAGE OF RODENTS BY CLOSING SUCH OPENINGS
WITH CEMENT MORTAR, CONCRETE MASONRY OR A SIMILAR METHOD ACCEPTABLE TO THE
ENFORCING AGENCY.
19.WHERE SEISMIC GAPS ARE SPECIFIED, THE GAP SHALL BE DEFINED AS THE DISTANCE BETWEEN
ARCHITECTURAL FINISH TO FINISH. COMPRESSIBLE MATERIALS MAY BE PLACED IN SEISMIC GAPS.
20.DUE TO SUPPLY CHAIN INTERRUPTIONS, AND THE COMPLEXITY OF PREDICTING THEM, THE
CONTRACTOR SHALL REVIEW THE SPECIFICATIONS, ANY KNOWN EQUAL ALTERNATIVE MATERIALS AND
PRODUCTS SHALL BE SUBMITTED TO THE ARCH AND EOR FOR REVIEW AND APPROVAL, TO AVOID
UNREASONABLE COST INCREASES, AND/OR CONSTRUCTION DELAYS.
STRUCTURAL OBSERVATION:
PROGRAM NOT INCLUDED BECAUSE THIS PROJECT IS NOT REQUIRED BY ANY OF CBC SECTIONS BELOW:
1704.6.1 STRUCTURAL OBSERVATIONS FOR STRUCTURES.
STRUCTURAL OBSERVATIONS SHALL BE PROVIDED FOR THOSE STRUCTURES WHERE ONE OR MORE OF THE
FOLLOWING CONDITIONS EXIST:
1.THE STRUCTURE IS CLASSIFIED AS RISK CATEGORY III OR IV.
2.THE STRUCTURE IS A HIGH-RISE BUILDING.
3.THE STRUCTURE IS ASSIGNED TO SEISMIC DESIGN CATEGORY E, AND IS GREATER THAN TWO
STORIES ABOVE THE GRADE PLANE.
4.SUCH OBSERVATION IS REQUIRED BY THE REGISTERED DESIGN PROFESSIONAL RESPONSIBLE
FOR THE STRUCTURAL DESIGN.
5.SUCH OBSERVATION IS SPECIFICALLY REQUIRED BY THE BUILDING OFFICIAL.
SPECIAL INSPECTIONS:
1.SPECIAL INSPECTION U.N.O. BY A REGISTERED DEPUTY INSPECTOR APPROVED BY THE ARCHITECT
AND/OR ENGINEER AND THE BUILDING DEPARTMENT SHALL BE EMPLOYED BY THE OWNER FOR THE
FOLLOWING TYPES OF WORK:
A.SEE C.B.C. VOL.II, SECTION 1704 FOR ADDITIONAL REQUIREMENTS. DEPUTY INSPECTION MAY BE
WAVED FOR WORK THAT IS MINOR IN NATURE AS INTERPRETED BY THE BUILDING OFFICIAL.
2.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. THE SPECIAL INSPECTOR SHALL
OBSERVE THE WORK ASSIGNED FOR CONFORMANCE TO THE APPROVED DESIGN DRAWINGS AND
SPECIFICATIONS. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING
OFFICIAL, THE ENGINEER OR ARCHITECT OF RECORD, AND OTHER DESIGNATED PERSONS. ALL
DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR
CORRECTION, THEN, IF UNCORRECTED, TO THE PROPER DESIGN AUTHORITY AND TO THE BUILDING
OFFICIAL. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT STATING WHETHER THE
WORK REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF THE INSPECTOR'S KNOWLEDGE, IN
CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP
PROVISIONS OF THE CODE PRIOR TO THE ISSUANCE OF THE CERTIFICATE OF OCCUPANCY.
3.EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A MAIN WIND-OR SEISMIC-
FORCE-RESISTING SYSTEM, DESIGNATED SEISMIC SYSTEM OR A WIND-OR SEISMIC-RESISTING
COMPONENT LISTED IN THE STATEMENT OF SPECIAL INSPECTION SHALL SUBMIT A WRITTEN
STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE OWNER PRIOR TO THE
COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. THE CONTRACTOR'S STATEMENT OF
RESPONSIBILITY SHALL CONTAIN THE FOLLOWING:
A.ACKNOWLEDGMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED IN THE
STATEMENT OF SPECIAL INSPECTIONS;
B.ACKNOWLEDGMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN CONFORMANCE WITH
CONSTRUCTION DOCUMENTS APPROVED BY THE BUILDING OFFICIAL;
C.PROCEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTOR'S ORGANIZATION, THE
METHOD AND FREQUENCY OF REPORTING AND THE DISTRIBUTION OF THE REPORTS; AND
D.IDENTIFICATION AND QUALIFICATION OF THE PERSON(S) EXERCISING SUCH CONTROL AND THEIR
POSITION(S) IN THE ORGANIZATION.
FRAMING LUMBER:
1.ALL FRAMING LUMBER SHALL BE COAST REGION DOUGLAS FIR-LARCH & SHALL CONFORM TO THE
FOLLOWING GRADES AS ESTABLISHED BY THE W.C.L.I.B. SAWN LUMBER, MACHINE STRESS-RATED OR
MACHINE-EVALUATED LUMBER, SHALL BE IDENTIFIED BY THE GRADE MARK OF LUMBER GRADING OR
INSPECTION AGENCY THAT HAS BEEN APPROVED BY AN ACCREDITATION BODY THAT COMPLIES WITH
DOC PS 20 OR EQUIVALENT.:
A.STUDS: (EXCEPT AS NOTED ON DRAWINGS)
1. 2"-4" THICK, 2"-4" WIDE, INTERIOR, NON-BEARING PARTITIONS, STANDARD GRADE.
2. 2"-4" THICK, NO.2 OR BETTER DF.
B.JOISTS AND RAFTERS: (EXCEPT AS NOTED ON DRAWINGS)
1. 2"-4" THICK, 2"-4" WIDE, NO.2
2. 2"-4" THICK, 5" AND WIDER, NO.2
C.BEAMS AND HEADERS: (EXCEPT AS NOTED ON DRAWINGS)
1. 2"-4" THICK, 5" AND WIDER, NO.1
2. 5" AND THICKER, NO.1
D.POSTS: ALL POSTS NO.1
E.TOP PLATES: 2 X 4 NO.1 2 X 6 NO.2 OR BETTER
F.BLOCKING: STANDARD GRADE
G.SILL PLATES:
1. ALL SILL PLATES IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED.
H.MICROLLAM LVL, OR PARALLAM PSL MAY BE USED IN LIU OF ANY GRADES LISTED ABOVE.
2.ALL FRAMING ANCHORS, CLIPS, STRAPS, HANGERS, ETC., SHALL BE MANUFACTURED BY SIMPSON
COMPANY OR I.C.C. APPROVED EQUAL WITH 5% TOLERANCE.
3.HY-TEK FASTENERS MAY BE USED AS AN APPROVED EQUAL IN LIEU OF COMMON, SHORT, BOX, SINKER
NAILS, AND SIMPSON SDS SCREWS AS APPROVED IN ICC-ES ESR-2648.
4.ALL BEAM AND JOIST HANGERS SHALL BE THE FULL DEPTH OF THE MEMBER IT IS SUPPORTING.
5.ALL BEAM AND JOIST METAL HANGERS SHALL HAVE ALL HOLES FILLED PER MANUF. TO ACHIEVE MAX
CAPACITY.
6.TYPICAL ROOF SHEATHING SHALL BE 5 PLY. WITH THICKNESS & PANEL INDEX LUMBER AS INDICATED
ON THE DRAWINGS. STAGGER SHEETS 4'-0". FACE GRAIN SHALL BE PERPENDICULAR TO THE
SUPPORTS. PLYWOOD SHALL BE NAILED AS INDICATED ON THE DRAWINGS.
7.MAXIMUM UNFRAMED HOLES IN SHEATHING SHALL BE 3" IN DIAMETER. WHERE POSSIBLE, LOCATE
HOLE IN WALL MIDWAY BETWEEN THE JOISTS. WHERE SQUARE HOLES ARE CUT, DO NOT RUN SAW
BEYOND THE CORNER OF THE OPENING.
8.ALL WOOD SHEATHING SHALL BE APA RATED EXPOSURE 1 UNO. WHERE PLYWOOD IS PERMANENTLY
EXPOSED TO WEATHER, OR USED IN DECKS, THE EXPOSURE RATING SHALL BE EXTERIOR. WOOD
STRUCTURAL PANELS SHALL CONFORM TO THE REQUIREMENTS FOR THEIR TYPE IN DOC PS 1 OR PS 2.
EACH PANEL OR MEMBER SHALL BE IDENTIFIED FOR GRADE AND GLUE TYPE BY THE TRADEMARKS OF
AN APPROVED TESTING AND GRADING AGENCY. DIAPHRAGMS STRUCTURAL I U.N.O.
9.WHERE ROOF AND/OR FLOOR SHEATHING IS NAILED AT 2 1/2" O.C., ALL FRAMING INCLUDING BLOCKING
SHALL BE 3X NOMINAL.
10.ALL EDGE NAILING ON SHEAR WALL PLY. SHALL MAINTAIN A 3/8" MIN. CLR. DISTANCE @ ALL BOUNDARY
NAILING ON ROOF OR FLOOR PLYWOOD SHEATHING SHALL MAINTAIN A 3/8" MIN. CLR.
11.WHERE SPECIFIED, PRESERVATIVE TREATMENT BY PRESSURE PROCESS: AWPA U1; USE CATEGORY
UC2 FOR INTERIOR CONSTRUCTION NOT IN CONTACT WITH GROUND, USE CATEGORY UC3B FOR
EXTERIOR CONSTRUCTION NOT IN CONTACT WITH GROUND, AND USE CATEGORY UC4A FOR ITEMS IN
CONTACT WITH GROUND. PRESERVATIVE CHEMICALS: ACCEPTABLE TO AUTHORITIES HAVING
JURISDICTION AND CONTAINING NO ARSENIC OR CHROMIUM. DO NOT USE INORGANIC BORON (SBX)
FOR SILL PLATES EXCEPT FOR INTERIOR DRY ENVIRONMENTS.
12.FASTENERS IN CONTACT WITH PRESERVATIVE-TREATED WOOD SHALL BE HOT-DIPPED ZINC-COATED
GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. FASTENERS OTHER THAN NAIL,
TIMBER RIVETS, WOOD SCREWS AND LAG SCREWS SHALL BE PERMITTED TO BE OF MECHANICALLY
DEPOSITED ZINC-COATED STEEL WITH COATING WEIGHTS IN ACCORDANCE WITH ASTM B 695, CLASS
55 MINIMUM. CONNECTORS THAT ARE USED IN EXTERIOR APPLICATIONS AND IN CONTACT WITH
PRESERVATIVE-TREATED WOOD SHALL HAVE COATING TYPES AND WEIGHTS IN ACCORDANCE WITH
THE TREATED WOOD OR CONNECTOR MANUFACTURER'S RECOMMENDATIONS. IN THE ABSENCE OF
MANUFACTURER'S RECOMMENDATIONS, A MINIMUM OF ASTM A 653, TYPE G185 ZINC-COATED
GALVANIZED STEEL, OR EQUIVALENT, SHALL BE USED. EXCEPTION: PLAIN CARBON STEEL FASTENERS
IN SBX/DOT AND ZINC BORATE PRESERVATIVE-TREATED WOOD IN AN INTERIOR, DRY ENVIRONMENT
SHALL BE PERMITTED.
13.MARINE ENVIRONMENT CONDITIONS:
A.EXPOSED FASTENERS/CONNECTORS REQUIRED TO BE TYPE 316 STAINLESS STEEL
THROUGHOUT (I.E. SDS SCREWS, HFX CONNECTORS).
B.MACHINE BOLTS AND LAG SCREWS REQUIRED TO BE HOT DIPPED GALVANIZED WHERE
CONCEALED IN FRAMING AND EXTERIOR FINISH.
14.GRADE AND SPECIES OF ALL LUMBER MUST BE GRADE MARKED.
15.ALL DIAPHRAGMS AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS OR GALVANIZED BOX.
16.ALL BOLTS SHALL BE DRILLED 132 TO 116" OVERSIZED.
17.ALL 2X6 AND SMALLER, AND ALL 4X, SHALL BE DRY TO 19% MAX, AND PLYWOOD 15% MAX MOISTURE
CONTENT AT TIME OF WRAPPING EXCEPT FOR BLOCKING. ALL INTERIOR/DRY MEMBERS RECEIVING
DOWEL TYPE FASTENERS INCLUDING BOLTS, SCREWS, LAG SCREWS, PINS OR SPLIT RING, OR SHEAR
SHEAR CONN. SHALL BE DRY TO 19% MAX MOISTURE CONTENT AT THE TIME OF INSTALLATION.
LUMBER THAT IS ARCHITECTURALLY EXPOSED AND SENSITIVE TO WARPING, SAP, AND SPLITTING
SHALL BE KILN DRY.
18.WHERE ROUGH CARPENTRY IS EXPOSED TO WEATHER, IN GROUND CONTACT,
PRESSURE-PRESERVATIVE TREATED, OR IN AREA OF HIGH RELATIVE HUMIDITY, PROVIDE FASTENERS
WITH HOT-DIP ZINC COATING COMPLYING WITH ASTM A 153/A 153M OR TYPE 304 STAINLESS STEEL.
19.ALL UNPROTECTED WOOD SHALL BE PRESERVATIVE-TREATED, OR NATURALLY DURABLE SPECIES. AT
EXTERIOR WOOD-FRAMED BALCONIES, DECKS AND WALKING SURFACES, WHERE WOOD FRAMING IS
PROTECTED BY WATERPROOFING AND FINISHES, IT IS RECOMMENDED THAT IT BE
PRESERVATIVE-TREATED. PROVIDE AN IMPERVIOUS MOISTURE BARRIER SYSTEM WITH POSITIVE
DRAINAGE AS DETAILED IN THE ARCHITECTURAL DRAWINGS AND INSPECTED PRIOR TO CONCEALING.
PROVIDE CROSS VENTILATION OF AT LEAST 1/150 NET FREE AREA OF ENCLOSED SPACES. (CBC
SECTIONS 107.2.5, 110.3.7 & 2304.12.2)
20.LAG SCREWS SHALL BE BORED AS FOLLOWS:
A.THE CLEARANCE HOLE FOOT THE SHANK SHALL HAVE THE SAME DIAMETER AS THE SHANK, AND
THE SAME DEPTH OF PENETRATION AS THE LENGTH OF UNTHREADED SHANK.
B.THE LEAD HOLE FOR THE THREADED PORTION SHALL HAVE A DIAMETER EQUAL TO 40%-70% IN
WOOD W/G < 0.5 AND A LENGTH EQUAL TO AT LEAST THE LENGTH OF THE THREADED PORTION.
THE LARGER PERCENTILE IN EA. RANGE SHALL APPLY TO LAG SCREWS OF GREATER DIAMETERS.
LEAD HOLES OR CLEARANCE HOLES SHALL NOT BE REQUIRED FOR 3/8" AND SMALLER DIAMETER LAG
SCREWS LOADED PRIMARILY IN WITHDRAWAL IN WOOD W/ G < 0.5, PROVIDED THAT EDGE DISTANCES,
END DISTANCES, AND SPACING ARE SUFFICIENT TO PREVENT UNUSUAL SPLITTING.
THE THREADED PORTION OF THE LAG SCREW SHALL BE INSERTED IN ITS LEAD HOLE BY TURNING WITH
A WRENCH, NOT BY DRIVING W/ A HAMMER. SOAP OR OTHER LUBRICANT SHALL NOT BE USED ON THE
LAG SCREWS OR IN THE LEAD HOLES TO FACILITATE INSERTION AND PREVENT DAMAGE TO THE
SCREW.
D = UNTHREADED SHANK DIAMETER
S = UNTHREADED SHANK LENGTH
Dr = ROOT DIAMETER OF THREADED PORTION
T = THREAD LENGTH
W = WIDTH OF HEAD ACROSS FLATS
E = LENGTH OF TAPERED TIP
H = HEIGHT OF HEAD
M = NUMBER OF THREADS/INCH
FASTENING SCHEDULE CBC 2022 TABLE 2304.10.2
(PROVIDED HERE ARE THE MINIMUM FASTENING REQUIREMENTS U.N.O. ON
THE PLANS)
DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENER SPACING AND
LOCATION
ROOF
1. BLOCKING BETWEEN CEILING JOISTS,
RAFTERS OR TRUSSES TO TOP PLATE OR
OTHER FRAMING BELOW
(4)8d COMMON (212"x0.113"); OR
(3)8d COMMON (212"x0.131"); OR
(3)10d BOX (3"x0.128"); OR
(3)3"x0.131" NAILS; OR
(3)3" 14 GAGE STAPLES, 7 16" CROWN
EACH END,
TOENAIL
BLOCKING BETWEEN RAFTERS OR TRUSS
NOT AT THE WALL TOP PLATE, TO RAFTER
OR TRUSS
(2)8d COMMON (212"x0.131")
(2)3"x0.131" NAILS
(2)3" 14 GAGE STAPLES
EACH END,
TOENAIL
(2)16d COMMON (312"x0.162")
(3)3"x0.131" NAILS
(3)3" 14 GAGE STAPLES
END NAIL
FLAT BLOCKING TO TRUSS AND WEB FILLER
16d COMMON (312"x0.162") @ 6"OC
3"x0.131" NAILS @ 6"OC
3"x14 GAGE STAPLES @ 6"OC
FACE NAIL
2. CEILING JOISTS TO TOP PLATE
(4) 8d BOX (212"x0.113");OR
(3)8d COMMON (212"x0.131"); OR
(3)10d BOX (3"x0.128"); OR
(3)3"x0.131" NAILS; OR
(3)3" 14 GAGE STAPLES, 7 16" CROWN
EACH JOIST,
TOENAIL
3. CEILING JOISTS NOT ATTACHED TO
PARALLEL RAFTER, LAPS OVER PARTITIONS
(NO THRUST) (SEE SECTION 2308.7.3.1,
TABLE 2308.7.3.1)
(3)16d COMMON (312"x0.162"); OR
(4)10d BOX (3"x0.128"); OR
(4)3"x0.131" NAILS; OR
(4)3" 14 GAGE STAPLES, 7 16" CROWN
FACE NAIL
4. CEILING JOISTS ATTACHED TO PARALLEL
RAFTER (HEEL JOINT) (SEE SECTION
2308.7.3.1, TABLE 2308.7.3.1)
PER TABLE 2308.7.3.1
FACE NAIL
5. COLLAR TIE TO RAFTER
(3)10d COMMON (3"x0.148"); OR
(4)10d BOX (3"x0.128"); OR
(4)3"x0.131" NAILS; OR
(4)3" 14 GAGE STAPLES, 7 16" CROWN
FACE NAIL
6. RAFTER OR ROOF TRUSS TO TOP PLATE
(SEE SECTION 2808.7.5, TABLE 2308.7.5)
(3)10d COMMON (3"x0.148"); OR
(3)16d BOX (312"x0.135"); OR
(4)10d BOX (3"x0.128"); OR
(4)3"x0.131" NAILS; OR
(4)3" 14 GAGE STAPLES, 7 16" CROWN
2 TOENAILS ON
ONE SIDE AND 1
TOENAIL ON
OPPOSITE SIDE OF
RAFTER OR TRUSSc
TYPICAL NAIL DIMENSIONS
TYPE
PENNY-WEIGHT
6d 7d 8d 10d 12d 16d 20d 30d 40d 50d 60d
COMMON
LENGTH 2 214 212 3 314 312 4 412 5 512 6
DIAMETER 0.113 0.113 0.131 0.148 0.148 0.162 0.192 0.207 0.225 0.244 0.263
HEAD 0.266 0.266 0.281 0.312 0.312 0.344 0.406 0.438 0.469 0.500 0.531
BOX
LENGTH 2 214 212 3 314 312 4 412 5
DIAMETER 0.099 0.099 0.113 0.128 0.128 0.135 0.148 0.148 0.162
HEAD 0.266 0.266 0.297 0.312 0.312 0.344 0.375 0.375 0.406
SINKER
LENGTH 17 8 818 23 8 27 8 318 314 33 4 414 43 4 53 4
DIAMETER 0.092 0.099 0.113 0.120 0.135 0.148 0.177 0.192 0.207 0.244
HEAD 0.234 0.250 0.266 0.281 0.312 0.344 0.375 0.406 0.438 0.500
FASTENING SCHEDULE CBC 2022 TABLE 2304.10.2 CONTINUED
DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENER SPACING AND
LOCATION
ROOF CONT.
7. ROOF RAFTERS TO RIDGE VALLEY OR HIP
RAFTERS; OR ROOF RAFTER TO 2-INCH
RIDGE BEAM
(2)16d COMMON (312"x0.162"); OR
(3)16d BOX (312"x0.135"); OR
(3)10d COMMON (3"x0.128"); OR
(3)3"x0.131" NAILS; OR
(3)3" 14 GAGE STAPLES, 7 16" CROWN
ENDNAIL
(3)10d COMMON (312"x0.148"); OR
(4)16d COMMON (312"x0.135"); OR
(4)10d BOX (3"x0.128"); OR
(4)3"x0.131" NAILS; OR
(4)3" 14 GAGE STAPLES, 7 16" CROWN
TOENAIL
WALL
8. STUD TO STUD (NOT AT BRACED WALL
PANELS)
16d COMMON (312"x0.162")24"OC FACE NAIL
10d BOX (3"x0.128"); OR
3"x0.131" NAIL; OR
(3)3" 14 GAGE STAPLE, 7 16" CROWN
16"OC FACE NAIL
9. STUD TO STUD AND ABUTTING STUDS AT
INTERSECTING WALL CORNERS (AT BRACED
WALL PANELS)
16d COMMON (312"x0.162"); OR 16"OC FACE NAIL
16d BOX (312"x0.135"); OR
3"x0.131" NAILS; OR
(3)3" 14 GAGE STAPLE, 7 16" CROWN 12"OC FACE NAIL
10. BUILT-UP HEADER (2" TO 2" HEADER)
16d COMMON (312"x0.162")16"OC EACH EDGE,
FACE NAIL
16d BOX (312"x0.135")12"OC EACH EDGE,
FACE NAIL
11. CONTINUOUS HEADER TO STUD
(4)8d COMMON (212"x0.131"); OR
(4)10d COMMON (3"x0.128"); OR
(5)8d BOX (212"x0.113")
TOENAIL
12. TOP PLATE TO TOP PLATE
16d COMMON (312"x0.162"); OR 16"OC FACE NAIL
10d BOX (3"x0.128"); OR
3"x0.131" NAILS; OR
3" 14 GAGE STAPLES. 7 16" CROWN
12"OC FACE NAIL
13. TOP PLATE TO TOP PLATE, AT END
JOINTS
(8)16d COMMON (312"x0.162"); OR
(12)16d BOX (312"x0.135");OR
(12)10d BOX (3"x0.128"); OR
(12)3"x0.131" NAILS; OR
(12)3" 14 GAGE STAPLES. 7 16" CROWN
EACH SIDE OF END
JOINT, FACE NAIL
(MIN. 24" LAP
SPLICE LENGTH
EACH SIDE OF END
JOINT)
14. BOTTOM PLATE TO JOIST, RIM JOIST,
BAND JOIST OR BLOCKING (NOT AT BRACED
WALL PANELS)
16d COMMON (312"x0.162"); OR
16"OC FACE NAIL
16d (312"x0.135"); OR
3"x0.131" NAILS; OR
3" 14 GAGE STAPLES. 7 16" CROWN
12"OC FACE NAIL
15. BOTTOM PLATE TO JOIST, RIM JOIST,
BAND JOIST OR BLOCKING AT BRACED
WALL PANELS
(2)16d COMMON (312"x0.162"); OR
(3)16d BOX (312"x0.135"); OR
(4)3"x0.131" NAILS; OR
(4)3" 14 GAGE STAPLES, 7 16" CROWN
16"OC FACE NAIL
16. STUD TO TOP OR BOTTOM PLATE
(3)16d BOX (312"x0.135"); OR
(4)8d COMMON (212"x0.131"); OR
(4)10d BOX (3"x0.128"); OR
(4)3"x0.131" NAILS; OR
(4)8d BOX (212"x0.113"); OR
(4)3" 14 GAGE STAPLES, 7 16"CROWN
TOENAIL
(2)16d COMMON (312"x0.162"); OR
(3)16d BOX (312"x0.135"); OR
(3)10d BOX (3"x0.128"); OR
(3)3"x0.131" NAILS; OR
(3)3" 14 GAGE STAPLES, 7 16" CROWN
END NAIL
17. TOP PLATES, LAPS AT CORNERS AND
INTERSECTIONS
(2)16d COMMON (312"x0.162"); OR
(3)10d BOX (3"x0.128"); OR
(3)3"x0.131" NAILS; OR
(3)3" 14 GAGE STAPLES, 7 16" CROWN
FACE NAIL
18. 1" BRACE TO EACH STUD AND PLATE
(3)8d BOX (212"x0.113");OR
(2)8d COMMON (212"x0.131"); OR
(2)10d BOX (3"x0.128"); OR
(2)3"x0.131" NAILS; OR
(2)3" 14 GAGE STAPLES, 7 16" CROWN
FACE NAIL
19. 1"x6" SHEATHING TO EACH BEARING
(3)8d BOX (212"x0.113"); OR
(2)8d COMMON (212"x0.131"); OR
(2)10d BOX (3"x0.128"); OR
(2)13 4" 16 GAGE STAPLES, 1" CROWN
FACE NAIL
20. 1"x8" AND WIDER SHEATHING TO EACH
BEARING
(3)8d COMMON (212"x0.131"); OR
(3)8d BOX (212"x0.113"); OR
(3)10d BOX (3"x0.128"); OR
(3)13 4" 16 GAGE STAPLES, 1" CROWN
FACE NAILWIDER THAN 1"x8"
(3)8d COMMON (212"x0.131"); OR
(4)8d BOX (212"x0.113"); OR
(3)10d BOX (3"x0.128"); OR
(4)13 4" 16 GAGE STAPLES, 1" CROWN
FLOOR
21. JOIST TO SILL, TOP PLATE, OR GIRDER
(4)8d BOX (212"x0.113"); OR
(3)8d COMMON (212"x0.131"); OR
FLOOR
(3)10d BOX (3"x0.128"); OR
(3)3"x0.131" NAILS; OR
(3)3" 14 GAGE STAPLES, 7 16" CROWN
TOENAIL
22. RIM JOIST, BAND JOIST, OR BLOCKING
TO TOP PLATE, SILL OR OTHER FRAMING
BELOW
8d BOX (212"x0.113")4"OC TOENAIL
8d COMMON (212"x0.131"); OR
10d BOX (3"x0.128"); OR
3"x0.131" NAILS; OR
3" 14 GAGE STAPLES, 7 16" CROWN
6"OC TOENAIL
23. 1"x6" SUB-FLOOR OR LESS TO EACH
JOIST
(3)8d BOX (212"x0.113"); OR
(2)8d COMMON (212"x0.131"); OR
(3)10d BOX (3"x0.128"); OR
(2)13 4" 16 GAGE STAPLES, 1" CROWN
FACE NAIL
24. 2" SUB-FLOOR TO JOIST OR GIRDER (3)16d BOX (312"x0.135"); OR
(2)16d COMMON (312"x0.162")
BLIND AND FACE
NAIL
25. 2" PLANKS (PLANK & BEAM-FLOOR &
ROOF)
(3)16d BOX (312"x0.135"); OR
(2)16d COMMON (312"x0.162")
EACH BEARING,
FACE NAIL
26. BUILT-UP GIRDERS AND BEAMS, 2"
LUMBER LAYERS
20d COMMON (4"x0.192")32"OC FACE NAIL
AT TOP AND BOTT.
STAGG. ON
OPPOSITE SIDES
10d COMMON (3"x0.128"); OR
3"x0.131" NAILS; OR
3" 14 GAGE STAPLES, 7 16" CROWN
24"OC FACE NAIL
AT TOP AND BOTT.
STAGG. ON
OPPOSITE SIDES
AND:
(2)20d COMMON (4"x0.192"); OR
(3)10d BOX (3"x0.128"); OR
(3)3"x0.131" NAILS; OR
(3)3" 14 GAGE STAPLES, 7 16" CROWN
ENDS AND AT EACH
SPLICE, FACE NAIL
27. LEDGER STRIP SUPPORTING JOISTS OR
RAFTERS
(3)16d COMMON (312"x0.162"); OR
(4)16d BOX (312"x0.135");OR
(4)10d BOX (3"x0.128"); OR
(4)3"x0.131" NAILS; OR
(4)3" 14 GAGE STAPLES, 7 16" CROWN
EACH JOIST OR
RAFTER, FACE NAIL
28. JOIST TO BAND JOIST OR RIM JOIST
(3)16d COMMON (312"x0.162"); OR
(4)10d BOX (3"x0.128"); OR
(4)3"x0.131" NAILS; OR
(4)3" 14 GAGE STAPLES, 7 16" CROWN
END NAIL
29. BRIDGING OR BLOCKING TO JOIST,
RAFTER OR TRUSS
(2)8d COMMON (212"x0.131"); OR
(2)10d BOX (3"x0.128"); OR
(2)3"x0.131" NAILS; OR
(2)3" 14 GAGE STAPLES, 7 16" CROWN
EACH END,
TOENAIL
FOR SI: 1 INCH.=25.4 MM.
A.NAILS SPACED AT 6 INCHES AT INTERMEDIATE SUPPORTS WHERE SPANS ARE 48 INCHES OR
MORE. FOR NAILING OF WOOD STRUCTURAL PANELS AND PARTICLEBOARD DIAPHRAGMS AND
SHEAR WALLS, REFER TO SECTION 2305. NAILS FOR WALL SHEATHING ARE PERMITTED TO BE
COMMON, BOX OR CASING.
B.SPACING SHALL BE 6 INCHES ON CENTER ON THE EDGES AND 12 INCHES ON CENTER AT
INTERMEDIATE SUPPORTS FOR NONSTRUCTURAL APPLICATIONS. PANEL SUPPORTS AT 16 INCHES
(20 INCHES IF STRENGTH AXIS IN THE LONG DIRECTION OF THE PANEL, UNLESS OTHERWISE
MARKED).
C.WHERE A RAFTER IS FASTENED TO AN ADJACENT PARALLEL CEILING JOIST IN ACCORDANCE WITH
THIS SCHEDULE AND THE CEILING JOIST IS FASTENED TO THE TOP PLATE IN ACCORDANCE WITH
THIS SCHEDULE, THE NUMBER OF TOENAILS IN THE RAFTER SHALL BE PERMITTED TO BE
REDUCED BY ONE NAIL.
D.RSRS-01 IS A ROOF SHEATHING RING SHANK NAIL MEETING THE SPECIFICATIONS IN ASTM F1667.
E.TABULATED FASTENER REQUIREMENTS APPLY WHERE THE ULTIMATE DESIGN WIND SPEED IS
LESS THAN 140 MPH. FOR WOOD STRUCTURAL PANEL ROOF SHEATHING ATTACHED TO
GABLE-END ROOF FRAMING AND TO INTERMEDIATE SUPPORTS WITHIN 48 INCHES OF ROOF
EDGES AND RIDGES, NAILS SHALL BE SPACED AT 4 INCHES ON CENTER WHERE THE ULTIMATE
DESIGN WIND SPEED IS GREATER THAN 130 MPH IN EXPOSURE B OR GREATER THAN 110 MPH IN
EXPOSURE C. SPACING EXCEEDING 6 INCHES ON CENTER AT THE INTERMEDIATE SUPPORTS
SHALL BE PERMITTED WHERE THE FASTENING IS DESIGNED PER THE AWC NDS.
F.FASTENING IS ONLY PERMITTED WHERE THE ULTIMATE DESIGN WIND SPEED IS LESS THAN OR
EQUAL TO 110 MPH.
G.NAILS AND STAPLES ARE CARBON STEEL MEETING THE SPECIFICATIONS OF ASTM F1667.
CONNECTIONS USING NAILS AND STAPLES OF OTHER MATERIALS, SUCH AS STAINLESS STEEL,
SHALL BE DESIGNED BY ACCEPTABLE ENGINEERING PRACTICE OR APPROVED UNDER SECTION
104.11.
Dr
E
D
S
L
T-E
FASTENING SCHEDULE CBC 2022 TABLE 2304.10.2 CONTINUED
DESCRIPTION OF BUILDING
ELEMENTS NUMBER AND TYPE OF FASTENER SPACING AND LOCATION
WOOD STRUCTURAL PANELS (WSP), SUB-FLOOR, ROOF AND INTERIOR WALL SHEATHING TO FRAMING
AND PARTICLEBOARD WALL SHEATHING TO FRAMINGA
EDGES
(INCHES)
INTERMEDIATE
SUPPORTS
(INCHES)
30. 3 8" - 12"
6d COMMON OR DEFORMED
(2"x0.113");OR 23 8"x0.113" NAIL
(SUB-FLOOR AND WALL)
6 12
8d COMMON OR DEFORMED
(212"x0.131"x0.281" HEAD) (ROOF) OR
RSRS-01 (23 8"x0.113") NAIL (ROOF)d 6e 6e
13 4" 16 GAGE STAPLE, 7 16" CROWN
(SUB-FLOOR AND WALL)4 8
23 8"x0.113"x0.266" HEAD NAIL (ROOF)3f 3f
13 4" 16 GAGE STAPLE, 7 16" CROWN
(ROOF)3f 3f
31. 19 32" - 3 4"
8d COMMON (212"x0.131"); OR
DEFORMED (2"x0.113") (SUB-FLOOR
AND WALL)
6 12
8d COMMON OE DEFORMED
(212"x0.131"x0.281" HEAD) (ROOF); OR
RSRS-01 (23 8"x0.113") NAIL (ROOF)d 6e 6e
23 8"x0.113"x0.266" HEAD NAIL; OR 2" 16
GAGE STAPLE, 7 16" CROWN 4 8
32. 7 8" - 114"10d COMMON (3"x0.148"); OR
DEFORMED (212"x0.131"x0.281" HEAD)6 12
OTHER EXTERIOR WALL SHEATHING
33. 12" FIBERBOARD
SHEATHINGb
112"x0.120", GALVANIZED ROOFING NAIL
(7 16" HEAD DIAMETER); OR
114" 16 GAGE STAPLE WITH 7 16" OR
1" CROWN
3 6
34. 25 32" FIBERBOARD
SHEATHINGb
13 4"x0.120 GALVANIZED ROOFING NAIL
(7 16" DIAMETER HEAD); OR
112" 16 GAGE STAPLE WITH 7 16" OR
1" CROWN
3 6
WOOD STRUCTURAL PANELS, COMBINATION SUB-FLOOR UNDERLAYMENT TO FRAMING
35. 3 4" AND LESS
8d COMMON (212"x0.131"); OR
DEFORMED (2"x0.113"); OR
DEFORMED (2"x0.120")
6 12
36. 7 8" - 1"
8d COMMON (212"x0.131"); OR
DEFORMED (212"x0.131"); OR
DEFORMED (212"x0.120")
6 12
37. 118" - 114"
10d COMMON (3"x0.148"); OR
DEFORMED (212"x0.131"); OR
DEFORMED (212"x0.120")
6 12
PANEL SIDING TO FRAMING
38. 12" OR LESS
6d CORROSION-RESISTANT SIDING
(17 8"x0.106"); OR
6d CORROSION-RESISTANT CASING
(2"x0.099")
6 12
39. 5 8"
8d CORROSION-RESISTANT SIDING
(23 8"x0.128"); OR
8d CORROSION-RESISTANT CASING
(212"x0.113")
6 12
INTERIOR PANELING
40. 14"4d CASING (112"x0.080"); OR
4d FINISH (112"x0.072")6 12
41. 3 8"
6d CASING (2"x0.099"); OR
6d FINISH (2"x0.092")
(PANEL SUPPORTS AT 24")
6 12
DESIGN CRITERIA:
(CBC 2022) BUILDING CODE
1.ROOF LIVE LOAD= 20 PSF [1603.1.2 CBC]ROOFING MATERIAL DEAD LOAD= 0.5 PSF
ROOF TOTAL DEAD LOAD= 11 PSF
2.[1603.1.4 CBC] WIND DESIGN DATA:
BASIC WIND SPEED (3-SEC GUST)= 95 MPH
WIND IMPORTANCE FACTOR = 1.0
WIND EXPOSURE(S)= CMIN. LSL & LVL RIM JOIST BLOCKING
IN LOAD BEARING WALLS.
MAX.
DEPTH
MIN.
THK.
ALLOWABLE LOAD
lb/ft lb
14"1 14"5400 3760
20"1 12"5740 4520
24"1 3 4"6470 4520
MICROLLAM LAMINATED VENEER LUMBER (LVL):
1.MICROLAMM LAMINATED VENEER LUMBER (LVL) BEAMS, RIM JOISTS AND STUDS SHALL BE AS
MANUFACTURED BY WEYERHAEUSER. DESIGN AND INSTALLATION SHALL BE IN ORDINANCE WITH
ICC-ES ESR-1387.
2.MICROLAMM LAMINATED VENEER LUMBER (LVL) BEAMS AND RIM JOISTS SHALL BE GRADE 1.8E (U.N.O.)
AND PROVIDE STRESS VALUES THAT MEET OR EXCEED THE FOLLOWING: (ENGINEER TO VERIFY)
BENDING STRESS (EDGE LOADING), FB........................................................................................2445 PSI
SHEAR STRESS (EDGE LOADING), FV............................................................................................285 PSI
COMPRESSIVE STRESS PERPENDICULAR TO THE GRAIN (EDGE LOAD), FC..........................750 PSI
BENDING STRESS (PLANK LOADING), FB......................................................................................2890 PSI
SHEAR STRESS (PLANK LOADING), FV..........................................................................................190 PSI
COMPRESSIVE STRESS PERPENDICULAR TO THE GRAIN (PLANK LOADING), FC..................480 PSI
TENSILE STRESS, FT........................................................................................................................1450 PSI
COMPRESSIVE STRESS PARALLEL TO THE GRAIN, FC..............................................................2375 PSI
MODULUS OF ELASTICITY, E...........................................................................................................1,800,000 PSI
3.MICROLAMM LAMINATED VENEER LUMBER (LVL) BEAMS AND RIM JOISTS SHALL BE GRADE 2.0E (WHERE
NOTED) AND PROVIDE STRESS
VALUES THAT MEET OR EXCEED THE FOLLOW: (ENGINEER TO VERIFY)
BENDING STRESS (EDGE LOADING), FB........................................................................................2750 PSI
SHEAR STRESS (EDGE LOADING), FV............................................................................................285 PSI
COMPRESSIVE STRESS PERPENDICULAR TO THE GRAIN (EDGE LOAD), FC..........................750 PSI
BENDING STRESS (PLANK LOADING), FB......................................................................................3255 PSI
SHEAR STRESS (PLANK LOADING), FV..........................................................................................190 PSI
COMPRESSIVE STRESS PERPENDICULAR TO THE GRAIN (PLANK LOADING), FC..................480 PSI
TENSILE STRESS, FT........................................................................................................................1660 PSI
COMPRESSIVE STRESS PARALLEL TO THE GRAIN, FC...............................................................2635 PSI
MODULUS OF ELASTICITY, E...........................................................................................................2,000,000 PSI
4.PRODUCT OF OTHER MANUFACTURERS WITH EQUAL OR GREATER CAPACITY MAY BE USED.
ABBREVIATIONS:
AB ANCHOR BOLT
ABV ABOVE
ADDL ADDITIONAL
ADHES ADHESIVE
ADJ ADJACENT
ALT ALTERNATE
AMP AMPLITUDE
ARCH ARCHITECT/
ARCHITECTURAL
AVG AVERAGE
BF BOUNDARY FASTENER
BLDG BUILDING
BLKG BLOCKING
BLW BELOW
BM BEAM
BN BOUNDARY NAILING
BOTT BOTTOM
BS BOTH SIDES
BSMT BASEMENT
BTWN BETWEEN
BYND BEYOND
CF CUBIC FOOT
CIP CAST IN PLACE
CJ CONTROL JOINT/
CEILING JOIST
CL CENTERLINE
CLG CEILING
CLR CLEAR
CMU CONCRETE MASONRY UNIT
CNTRSNK COUNTERSINK/
COUNTERSUNK
COL COLUMN
CONC CONCRETE
CONN CONNECTION
CONST CONSTRUCTION
CONT CONTINUOUS
CONTR CONTRACTOR
COORD COORDINATE
CVR COVER
DIA DIAMETER
DIM DIMENSION
DIR DIRECTION
DIST DISTANCE
DL DEAD LOAD
DMG DAMAGE
DO DO OVER
DP DEEP
DS DRAG STRUT
DSA DEPARTMENT OF STATE
ARCHITECTS
DTL DETAIL
DWG DRAWING
DWL DOWEL
(E)EXISTING
EA EACH
EF EACH FACE/
EDGE FASTENER
ELEC ELECTRICAL
ELEV ELEVATION
EMB EMBEDMENT
EN EDGE NAILING
ENGR ENGINEER
ES EDGE SCREW
EJ EXPANSION JOINT
EQ EQUAL
EW EACH WAY
EXT EXTERIOR
FDN FOUNDATION
FF FINISH FLOOR/
FIELD FASTENER
FG FINISH GRADE
FH FULL HEIGHT
FN FIELD NAILING
FL FLOOR
FLG FLANGE
FOC FACE OF CONCRETE
FOS FACE OF STUD
FS FAR SIDE/
FINISHED SURFACE
FT FOOT/FEET
FTG FOOTING
GA GAGE
GALV GALVANIZED
GRND GROUND
GRD GRADE
GT GIRDER TRUSS
HNGR HANGER
HT HEIGHT
HORIZ HORIZONTAL
HS HIGH STRENGTH
HSS HOLLOW STRUCTURAL SECTION
ID INSIDE DIAMETER
INFO INFORMATION
INT INTERIOR
INV INVERTED
JT JACK TRUSS
KP KING POST
KSI KIPS PER SQUARE INCH
LBS POUNDS
LD LONG DIRECTION
LG LONG
LL LIVE LOAD
LLH LONG LEG HORIZONTAL
LLV LONG LEG VERTICAL
LOC'S LOCATIONS
LONG LONGITUDINAL
LT WT LIGHT WEIGHT
MANUF MANUFACTURER
MAX MAXIMUM
MB MACHINE BOLT
MD METAL DECK
MECH MECHANICAL
MEP MECH/ELEC/PLUMBING
MIN MINIMUM
MISC MISCELLANEOUS
MTL METAL
(N)NEW
NS NEAR SIDE/NELSON STUD
NW NORMAL WEIGHT
OC ON CENTER
OD OUTSIDE DIAMETER
OH OPPOSITE HAND
OMF ORDINARY MOMENT FRAME
OPNG OPENING
OPP OPPOSITE
PERIM PERIMETER
PERP PERPENDICULAR
PL PROPERTY LINE
PLF POUNDS PER LINEAR FOOT
PLT PLATE
PSF POUNDS PER SQUARE FOOT
PSI POUNDS PER SQUARE INCH
PT PLATE TRUSS/
PRESSURE TREATED
REINF REINFORCEMENT
REQ REQUIRE
REQ'D REQUIRED
R&R REMOVE AND REPLACE
SCHED SCHEDULE
SD SHORT DIRECTION
SF SQUARE FOOT
SHT SHEET
SHTG SHEATHING
SIM SIMILAR
SMRF SPECIAL MOMENT -
RESISTING FRAME
SN SOLE PLATE NAILING
SOG SLAB ON GRADE
SPCNG SPACING
SPEC SPECIFICATION
SQ SQUARE
SS STAINLESS STEEL
STAGG STAGGERED
STD STANDARD
STIFF STIFFENER
STL STEEL
STRUCT STRUCTURAL
SW SHEARWALL
SWO SHEARWALL WITH
OPENING
SYM SYMMETRICAL
THK THICK
THRD THREADED
T&B TOP AND BOTTOM
TN TOE NAILING
TOF TOP OF FOOTING
TOP TOP OF PODIUM
TOS TOP OF STEEL
TL TOP OF LEDGER
TOW TOP OF WALL
TRANV TRANSVERSE
TS TUBE STEEL
TYP TYPICAL
UNO UNLESS NOTED OTHERWISE
VERT VERTICAL
VIF VERIFY IN FIELD
WF WIDE FLANGE BEAM
W/WITH
W/O WITHOUT
WT WEIGHT
WP WORKING POINT
WWF WELDED WIRE FABRIC
WWO WALL W/ OPENING & OR
PERFORATED
SHEARWALL
SYMBOLS:
∠...................ANGLE
@.................AT
℄..................CENTERLINE
⅊..................PLATE/PROPERTY LINE
#..................POUNDS
Ø.................DIAMETER
//...................PARALLEL
db.................BAR DIAMETER
1851 E Deere
Ave-Purlins4/8/2025
1TYP FLR OR ROOF OPENING PLAN
2
FLOOR & ROOF SHTG DETAIL 3
-4-8-12-16
-15
-14
-13 -9
-10
-11 -7
ALLOWABLE NOTCHING & HOLES
-5 SCALE:1"=1'-0"
SCALE:1"=1'-0"
SCALE:1"=1'-0"
SCALE:1"=1'-0"
SCALE:1"=1'-0"
SCALE:1"=1'-0"
SCALE:1"=1'-0"
SCALE:1"=1'-0"
SCALE:1"=1'-0"
SCALE:1"=1'-0"
SCALE:1"=1'-0"
SCALE:1"=1'-0"
SCALE:1"=1'-0"
SCALE:1"=1'-0"
SCALE:1"=1'-0"
AT DOUBLE TJI'SAT SAWN LUMBER SECTIONA
-
A
-
"L"
(48" MAX @ FLOORS)
(96" MAX @ ROOF)
OPENING
"X
"
"X
/
2
"
NUMBER
OF JOISTS
CUT
TOTAL NUMBER
OF ADDITIONAL
JOISTS. HALF EA
SIDE OF OPNG
1 2
2 2
3 4
4 4
SIMPSON STANDARD 'U' JOIST
HNGR TYP UNO ('W' HNGR @
TJI) ('U'=ICC-ES ESR-2552),
('W'=ICC-ES ESR-2553)
DOUBLE HEADER
SAME SIZE AS JOIST
OR RAFTERS
EXTEND EN FOR A
DISTANCE "A" BEYOND
EDGE OF OPENING TYP
EXTEND ADDITIONAL FULL
DEPTH BLK'G EA SIDE OF
OPENING FOR A DISTANCE OF
"L" MIN & PROVIDE SIMPSON
'MSTA30' STRAP TYP (ICC-ES
ESR-2105)
EN TYP
ADDITIONAL JOISTS
PER SCHED
EN TO
BLK'G TYP
TJI
SOLID WOOD FILLx24"
LNG CENTERED ON
HEADERS W/ (12) 16d
@ EA TJI
WEB STIFF
EN
16d @ 9"
STAGG
EN
"A
"
GIRDERS, BEAMS, & PURLINS
'D
'
'D
'
/
3
'D
'
/
3
NO HOLES IN
END 1/5 SPAN10Ø MIN
SPACING
3 X 'D'
MAX
'D
'
/
3
MI
N
'D
'
'D
'
AC
T
U
A
L
D
I
M
OUTER 13
OF SPAN
NOTCHING NOT PERMITTED
IN MIDDLE 13 OF SPAN
OUTER 13OF SPAN
'D
'
/
6
MA
X
'D'/3
MAX
'D
'
/
6
"
MA
X
@
EN
D
'D
'
/
3
MA
X
'D' MIN
'D
'
/
6
MA
X
NOTE:
JOIST MAY NOT BE NOTCHED
INSIDE THE MIDDLE 1/3 OF
SPAN. AVOID NOTCHING INTO
BOTTOM TENSION EDGE.
JOISTS & RAFTERS
3 X 'D'
MAX
'D
'
/
3
M
I
N
'D
'
EXTERIOR AND BEARING STUDS
NON-BEARING STUDS
DOUBLE STUDS
NOTES:
1.BORING OF MORE THAN TWO
SUCCESSIVE DOUBLE STUDS IS NOT
PERMITTED
2.NOTCH AND BORING IS NOT TO
OCCUR IN THE SAME STUD SECTION
POSTS
ALLOW VERT BORING
THRU TOP PLT CL
(NO STRAPS)
STUDS HOLE @ CL
2x4 118"Ø MAX
2x6 2"Ø MAX
2x8 3"Ø MAX
TOP PLATES
CL
MAX Ø
PER SCHED
1'-0" MIN
2x
Ø MIN
112"
MIN
TYP
VENTING THROUGH BLOCKING
DRILLED HOLES ('D'/4 MAX)
ALLOWED WITHIN MIDDLE
1/3 OF DEPTH OF MEMBER
SUPPORT
MEMBER
2" MIN FROM TOP
& BOTT OF JOIST
EFFECTS OF NOTCHES CAN BE
REDUCED BY USING A GRADUAL
TAPERED NOTCH INSTEAD OF A
SQUARE-CORNERED NOTCH
112" BLKG
MIN
112" MIN
Ø & SPACING PER
ARCHL WHERE
OCCURS
WIDTH OF STUD
MAX TYP ALL
STUDS
40% MAX NOTCH 13 8"
MAX @ 2x4 STUDS 218"
MAX @ 2x6 STUDS
60% MAX STUD
WIDTH BORE 2"Ø @
2x4 STUDS & 314"Ø @
2x6 STUDS
5 8" MIN EDGE
TYP ALL STUDS
40% MAX STUD WIDTH
BORE 13 8"Ø MAX @ 2x4
STUDS & 214"Ø MAX @
2x6 STUDS
30% MAX POST
WIDTH ON CL
OF POST
WIDTH OF STUD MAX
TYP ALL STUDS
25% MAX NOTCH 13 8"
MAX @ 2X6 STUDS 7 8"
MAX @ 2X4 STUDS
40% MAX STUD WIDTH BORE
13 8"Ø MAX @ 2x4 STUDS &
214"Ø MAX @ 2x6 STUDS
A
B
C
D
E
F
G
CL
STUDS BORE HOLES
IN TALL BLDGSH
OV
E
R
S
I
Z
E
D
A
B
V
P
I
P
E
S
NE
A
R
C
O
N
N
E
C
T
I
O
N
S
T
O
RI
G
I
D
V
E
R
T
I
C
A
L
L
I
N
E
S
FO
R
D
E
F
L
E
C
T
I
O
N
P
E
R
T
H
E
WO
O
D
S
H
R
I
N
K
A
G
E
N
O
T
E
S
5"
M
A
X
CL
16" MIN @
STAGGERED JOINTS
LEGEND
EN = EDGE NAILING
BN = BOUNDARY NAILING
FN = FIELD NAILING
(BN) @
PERIMETER OF
DIAPHRAGM
18" GAP @ ALL
ADJOINING
PANELS TYP
BLKG & BN @ ALL
UNSUPPORTED
EDGES WHERE
BLOCKED DIAPH
ARE SPECIFIED
UNO, EN MAY BE
USED ONLY IF
PANEL JOINTS
ARE STAGGERED
PROVIDE (2) ROWS
OF BN @ ALL
'STRUTS', INTERIOR
SHEAR WALLS, AND
INTERIOR LATERAL
FRAMES FULL
LENGTH OF
DIAPHRAGM TYP
'STRUT' WHERE
INDICATED ON
PLANS
LEDGER PER
PLAN
(EN) @ ALL
STAGGERED
JOINTS
MIN PLYWD
AREA IS 8
SQ FT
(FN) @
INTERIOR
SUPPORTS
JOISTS
PER PLAN
MIN DIMENSION OF FULL SIZE
PANEL SHALL BE 4'x8'
MIN UNDERSIZED PANEL DIMENSION SHALL BE 24"
UNLESS IT IS A FULLY BLOCKED DIAPHRAGM & ALL
PANEL EDGES OF UNDERSIZED PANELS ARE
SUPPORTED & FASTENED TO FRAMING MEMBERS
OR BLOCKING.
TY
P
I
C
A
L
D
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T
A
I
L
S
S0.10
12/23/2024
...
18
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JOB NO:
PLOT DATE:
DRAWN:
ENGINEER:
SH
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:
24392
raulg@rgseinc.com
sokheanc@rgseinc.com
NO.DATEREVISION
REVISIONS
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1" ACTUAL
No.6432J
EFFREY SCOTT LUBBERTS
STRUC T URALSTATEOFCALIFORNIA
REGISTERED PROFESSIONALENGINEER
1851 E Deere
Ave-Purlins4/8/2025
D
C
B
A
GAS
12
(E)
GAS
7
(E)GAS
10
(E)
EF
19
(E)
EF
18
(E)
HP
33
(E)
HP
6
(E)
HP
20
(E)
AH
2
(E)
HP
17
(E)
HP
16
(E)
HP
15
(E)
HP
14
(E)
AH
8
(E)
AH
7
(E)
EF
17
(E)
EF
16
(E)
EF
20
(E)
AH
1
(E)
AH
6
(E)
AH
11
(E)
EF
21
(E)
EF
14
(E)
EF
15
(E)
AH
3
(E)
AH
9
(E)
AH
4
(E)
AH
5
(E)
AH
12
(E)
HP
18
(E)
HP
38
(E)
CH
-
(E)
HP
29
(E)
HP
28
(E)
-
-
(E)
HP
27
(E)
AH
10
(E)
HP
3
(E)
HP
2
(E)
HP
23
(E)
HP
24
(E)HP
21
(E)
HP
4
(E)
HP
5
(E)
HP
38
(E)
HP
1
(E)
GAS
35
(E)
-
-
(E)
CEA
4
(E)
EF
-
(E)
EF
-
(E)
AC
2
(E)
(E) RTU
PAD
FROM
DEMO'D
UNIT
(E) RTU
PAD
FROM
DEMO'D
UNIT
(E) RTU
PAD
FROM
DEMO'D
UNIT
(E) RTU
PAD
FROM
DEMO'D
UNIT
(E) RTU
PAD
FROM
DEMO'D
UNIT
(E) RTU
PAD
FROM
DEMO'D
UNIT
(E) RTU
PAD
FROM
DEMO'D
UNIT
(E) RTU
PAD
FROM
DEMO'D
UNIT
B.5
A.8
A.4
A.5
C.2
C.5
121110987654321
121110987654321
D
C.5
C.2
C
B.5
B
A.8
A.5
A.4
A
AHU
1
(N)
AC
1
(E)
3000#
545#
(E
)
5
14x3
3
3
4 G
L
B
(E
)
5
14x3
3
G
L
B
(E
)
6
3
4x3
3
G
L
B
(E
)
6
3
4x3
3
G
L
B
(E
)
6
3
4x3
3
3
4 G
L
B
(E
)
6
3
4x3
3
3
4 G
L
B
(E
)
6
3
4x3
3
3
4 G
L
B
(E
)
6
3
4x3
3
G
L
B
(E
)
5
14x3
7
12 G
L
B
(E
)
5
14x3
1
12 G
L
B
11
'
-
0
"
C
A
N
T
T
Y
P
(E
)
5
14x3
3
3
4 G
L
B
(E
)
5
14x3
3
G
L
B
(E
)
6
3
4x3
3
G
L
B
(E
)
6
3
4x3
3
G
L
B
(E
)
6
3
4x3
3
G
L
B
(E
)
6
3
4x3
3
G
L
B
(E
)
6
3
4x3
3
G
L
B
(E
)
6
3
4x3
3
G
L
B
(E
)
5
14x3
7
12 GL
B
(E
)
5
14x3
1
12 G
L
B
(E
)
5
14x3
3
3
4 G
L
B
(E
)
5
14x3
3
G
L
B
(E
)
6
3
4x3
3
G
L
B
(E
)
6
3
4x3
3
G
L
B
(E
)
6
3
4x3
3
3
4 G
L
B
(E
)
6
3
4x3
3
3
4 G
L
B
(E
)
6
3
4x3
3
3
4 G
L
B
(E
)
6
3
4x3
3
G
L
B
(E
)
6
3
4x3
7
12 G
L
B
(E
)
5
14x3
1
12 G
L
B
(E) 4x16
(E) 4x16
(E) 4x14
(E) 4x14
(E) 514x33 GLB
(E) 4x14
(E) 63 4x36 GLB
(E) 4x12
11'-11" CANT TYP
(E) 4x14 (E) 4x14
(E) 63 4x36 GLB
11'-11" CANT TYP
(E) 514x3112 GLB (E) 4x12
(E) 4x12(E) 4x12
11
'
-
0
"
C
A
N
T
T
Y
P
(E) 4x16
(E) 4x16
(E) 4x14 W/ (E) 2x10 EA SIDE
(E) 4x14 W/ (E) 2x10 EA SIDE
(E) 514x33 GLB
(E) 4x14 W/ (E) 2x10 EA SIDE
(E) 63 4x36 GLB
(E) 4x12 (E) 4x14 (E) 4x14
(E) 63 4x36 GLB (E) 514x3112 GLB (E) 4x12
(E) 4x12(E) 4x12
(E) 4x16
(E) 4x16
(E) 4x14 W/ (E) 2x10 EA SIDE
& (E) 4x14 BLW
(E) 4x12
(E) 4x12
(E) 4x14 W/ (E) 2x10 EA SIDE
(E
)
4
x
1
0
L
E
D
G
E
R
(E
)
4
x
1
0
L
E
D
G
E
R
11'-11" CANT TYP
(E) 4x6 LEDGER
(E) 4x6 LEDGER
(E) 3x4
SUB-PURLINS
@ 24"OC TYP
(E) 4x14
(E) 4x14
(E) 4x14 W/ (E) 2x10 EA SIDE
(E) GLB 5x15 BLW (E) 4x14
(E) 4x14
(E) 4x14
(E) 4x12
(E) 3x4
SUB-PURLINS
@ 24"OC TYP
(E) 4x12 W/ (E) 2x10 EA SIDE(E) 4x12 W/ (E) 2x10 EA SIDE
(E) 4x12 W/ (E) 2x10 EA SIDE
(E) 4x14 W/ (E) 2x10 EA SIDE
(E) 4x14 W/ (E) 2x10 EA SIDE
(E) 4x14 W/ (E) 2x10 EA SIDE(E) 4x12 W/ (E) 2x10 EA SIDE
(E) 4x12 W/ (E) 2x10 EA SIDE
(E) 4x14 W/ (E) 2x10 EA SIDE
(E) 4x14 W/ (E) 2x10 EA SIDE
(E) 4x14 W/
(E) 2x10 EA SIDE
(E) GLB 512x15
BLW (E) 4x14 W/ (E) 2x10 EA SIDE
(E) GLB 512x15
BLW (E) 4x14 W/ (E) 2x10 EA SIDE
(E) GLB 512x15
BLW (E) 4x14
(E) GLB 512x15
BLW (E) 4x14
(E) 4x10 BLW (E) 4x14
(E) 4x10 BLW (E) 4x14
(E) 4x10 BLW (E) 4x14
(E) GLB 512x15
(E) GLB 612x15
(E
)
G
L
B
5
12x1
5
(E) LVL 312x117 8 ABV
(E
)
2
x
6
A
B
V
(E) 4x14 W/ (E) 2x10 EA SIDE
(E) 3"Ø STD
STUB UP POST
(E) 3"Ø STD
STUB UP POST (E
)
2
x
6
A
B
V
(E
)
2
x
6
A
B
V
(E
)
2
x
6
A
B
V
(E
)
2
x
6
A
B
V
(E) LVL 312x117 8 ABV
(E) 4x14 W/ (E) 2x10 EA SIDE
(E) 4x14
(E) 4x14
(E) 4x10 W/ (E) 2x10 EA SIDE
(E) 4x10 W/ (E) 2x10 EA SIDE
(E) 4x10 W/ (E) 2x10 EA SIDE
(E) GLB 63 4x1412
(E) 4x14 BLW (E) 4x12
(E) GLB 612x1412 (E) 4x14 W/ (E) 2x10 EA SIDE
(E) 4x14 W/ (E) 2x10 EA SIDE
24'-0"22'-0"22'-0"20'-0"22'-0"22'-0"22'-0"22'-0"20'-0"20'-0"19'-6"
(E) GLB 612x1812
(E
)
4
x
6
(E
)
4
x
6
(E) 4x16 (E) 4x12 (E) 4x14 (E) 4x14
(E) 4x12 @ 8'-0"OC TYP
THIS BAY UNO
(E
)
4
x
6
(E
)
4
x
6
(E) 4x12
(E) 4x12
(E) 4x12
(E) 4x12
(E) 4x12
(E) 4x12
(E) 4x12
(E) 4x12
(E) 4x12
(E) 4x12
(E) 4x12
(E) 4x12
(E) 4x12
(E) 4x12
(E) 4x12
(E) 4x12
(E) 4x12
(E) 4x12
(E) 4x12
(E) 4x12
(E) 4x12
(E) 4x12
(E) 4x12
(E) 4x12
(E) 4x12
(E) 4x12
(E) 4x12
(E) 4x12
(E) 4x12
(E) 4x12
(E) 4x12
(E) 4x12
(N) LVL 13 4X117 8 EA
SIDE OF (E) 4x12
(N) LVL 13 4X117 8 EA
SIDE OF (E) 4x12
(N) LVL 13 4X117 8 EA
SIDE OF (E) 4x12
(N) LVL 13 4X117 8 EA
SIDE OF (E) 4x14
(N) LVL 13 4X117 8 EA
SIDE OF (E) 4x14
(N) LVL 13 4X117 8 EA
SIDE OF (E) 4x14
(N) LVL 13 4X117 8 EA
SIDE OF (E) 4x14
650#
(N) LVL 13 4X117 8 EA
SIDE OF (E) 4x14
(N) LVL 13 4X117 8 EA
SIDE OF (E) 4x14
900#
600#
650#
300#
650#
1400#
650#
525#
200#
400#
3350#
200#
350#
200#510#650#
510#
3356#
650#
510#
474#
300#
1576#
400#
5000#
6235#
2687#
3445#
8000#
750#
200#
200#
2160#
4500#
(E) 4x14
(E) 4x12 (E) 4x14 (E) 4x14(E) 4x16
600#
450#
1400#
900#650#
5850#
400#
(N) LVL 13 4X117 8 EA
SIDE OF (E) 4x14
(N) LVL 13 4X117 8 EA
SIDE OF (E) 4x14
(E) 4x16 (E) 4x12 (E) 4x14 (E) 4x14
(E) 4x16 (E) 4x14
(E) 4x12 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14
(E) 4x12 (E) 4x14 (E) 4x14 (E) 4x14 (E) 4x14
(E) 4x14 (E) 4x14
(E) 4x14 (E) 4x14
(E) 4x14
(E) 4x16
(E) 4x16
(E) 4x16
(E) 4x16
(E) 4x16(E) 4x16
(E) 4x16
(E) 4x16
(E) 4x16
(E) 4x16
(E) 4x16
(E) 4x16
(E) 4x16
(E) 4x16 (E) 4x14
(E) 4x14
(E) 4x12
(E) 4x12 (E) 4x14
(E) 4x14
(E) 4x14
(E) 4x14 (E) 4x14
(E) 4x14
(E) 4x14
(E) 4x12 (E) 4x14 (E) 4x14
(E) 4x12 (E) 4x14 (E) 4x14 (E) 4x14
(E) 4x14
(E) 4x14
(E) 4x12 (E) 4x14 (E) 4x14 (E) 4x14(E) 4x14
(E) 4x12 (E) 4x14 (E) 4x14 (E) 4x14(E) 4x14
(N) LVL 13 4X117 8 EA
SIDE OF (E) 4x14
(N) LVL 13 4X117 8 EA
SIDE OF (E) 4x14
(N) LVL 13 4X117 8 EA
SIDE OF (E) 4x14
(N) LVL 13 4X117 8 EA
SIDE OF (E) 4x14
(N) LVL 13 4X117 8EA SIDE OF (E)
2x10 & (E) 4x12
(N) LVL 13 4X117 8
EA SIDE OF (E)
2x10 & (E) 4x12
450#(N) LVL 13 4X117 8EA SIDE OF (E)
2x10 & (E) 4x12
(E) LVL 13 4X117 8EA SIDE OF (E)
2x10 & (E) 4x12
(E) LVL 13 4X117 8
EA SIDE OF (E)
2x10 & (E) 4x12
40#
(N) LVL 13 4X117 8
EA SIDE OF (E)
2x10 & (E) 4x14
(N) LVL 13 4X117 8
EA SIDE OF (E)
2x10 & (E) 4x14
(N) LVL 13 4X117 8EA SIDE OF (E)
2x10 & (E) 4x12
(N) LVL 13 4X117 8EA SIDE OF (E)
2x10 & (E) 4x14
(N) LVL 13 4X117 8
EA SIDE OF (E)
2x10 & (E) 4x14
(N) LVL 13 4X117 8
EA SIDE OF (E)
2x10 & (E) 4x12
(N) LVL 13 4X117 8EA SIDE OF (E)
2x10 & (E) 4x14
(N) LVL 13 4X117 8EA SIDE OF (E)
2x10 & (E) 4x14
(N) LVL 13 4X117 8EA SIDE OF (E)
2x10 & (E) 4x14
(N) LVL 13 4X117 8
EA SIDE OF (E)
2x10 & (E) 4x14
(N) LVL 13 4X117 8
EA SIDE OF (E)
2x10 & (E) 4x14
(N) LVL 13 4X14 EA
SIDE OF (E) 4x14
(N) LVL 13 4X14 EA
SIDE OF (E) 4x14
(N) LVL 13 4X16
EA SIDE OF (E) 4x14
(N) LVL 13 4X16
EA SIDE OF (E) 4x14
(N) LVL 13 4X16
EA SIDE OF (E) 4x14
(N) LVL 13 4X16
EA SIDE OF (E) 4x14
(N) LVL 13 4X16
EA SIDE OF (E) 4x14
(N) LVL 13 4X14 EA
SIDE OF (E) 4x14
(N) LVL 13 4X14 EA
SIDE OF (E) 4x
(N) LVL 13 4X14 EA
SIDE OF (E) 4x
(E) 4x14
(N) LVL 13 4X117 8EA SIDE OF (E) 4x12
(N) LVL 13 4X117 8EA SIDE OF (E)
2x10 & (E) 4x14
(N) LVL 13 4X117 8EA SIDE OF (E)
2x10 & (E) 4x12
TO BE
REMOVED
(N) LVL 13 4X117 8 EA
SIDE OF (E) 4X12
1
S2.00TYP
5
S2.00TYP
(N) LVL 13 4X16 EA
SIDE OF (E) 4X12
1
S2.00TYP1
S2.00TYP
(N) LVL 13 4X117 8EA SIDE OF (E) 4x12
(N) LVL 13 4X117 8EA SIDE OF (E) 4x12
(N) LVL 13 4X117 8EA SIDE OF (E) 4x12
1
S2.00TYP
1
S2.00TYP
(N) LVL 13 4X117 8EA SIDE OF (E)
2x10 & (E) 4x14
5
S2.00TYP
(N) LVL 13 4X117 8EA SIDE OF (E)
2x10 & (E) 4x145
S2.00TYP
(N) LVL 13 4X16
EA SIDE OF (E) 4x14
(N) LVL 13 4X117 8EA SIDE OF (E)
4X12
(N) LVL 13 4X117 8EA SIDE OF (E)
4X12
1
S2.00 TYP
1
S2.00TYP
1
S2.00TYP
(N) LVL 13 4X117 8 EA
SIDE OF (E) 4x14
1
S2.00TYP
(N) LVL 13 4X117 8 EA
SIDE OF (E) 4x14
(E) 4x14
1
S2.00TYP
(N) LVL 13 4X117 8EA SIDE OF (E)
2x10 & (E) 4x14
5
S2.00TYP
(N) LVL 13 4X117 8EA SIDE OF (E)
2x10 & (E) 4x14 5
S2.00 TYP
400#
1
S2.00TYP
(N) LVL 13 4X117 8 EA
SIDE OF (E) 4x14
1
S2.00TYP
1
S2.00TYP
5
S2.00TYP
1
S2.00TYP
(N) LVL 13 4X117 8EA SIDE OF (E)
2x10 & (E) 4x14
(N) LVL 13 4X117 8EA SIDE OF (E)
2x10 & (E) 4x14
5
S2.00TYP
(N) LVL 13 4X16
EA SIDE OF (E) 4x12
5
S2.00TYP
5
S2.00TYP
(N) LVL 13 4X16
EA SIDE OF (E) 4x121
S2.00TYP
(N) LVL 13 4X117 8 EA
SIDE OF (E) 4x14
1
S2.00TYP
5
S2.00TYP
1
S2.00TYP
(N) LVL 13 4X117 8 EA
SIDE OF (E) 4x14
SCALE: 1/8"=1'-0"
4'8'0 16'ROOF FRAMING PLAN N
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12/23/2024
...
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JOB NO:
PLOT DATE:
DRAWN:
ENGINEER:
SH
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:
24392
raulg@rgseinc.com
sokheanc@rgseinc.com
NO.DATEREVISION
REVISIONS
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1" ACTUAL
No.6432J
EFFREY SCOTT LUBBERTS
STRUC T URALSTATEOFCALIFORNIA
REGISTERED PROFESSIONALENGINEER
FRAMING NOTES:
1.CONTRACTOR SHALL COORDINATE ALL MECH'L UNIT LOCATIONS, SIZES,
OPENINGS, ETC, WITH MECH'L DRAWINGS.
2.UNLESS SPECIFICALLY NOTED ON THE PLANS, FRAMING SHALL NOT BE CUT OR
RELOCATED WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER.
CONTRACTOR SHALL OBTAIN APPROVAL OF JOIST MFR SHOP DRAWINGS FROM
BOTH MECHANICAL AND STRUCTURAL ENGINEERS PRIOR TO ERECTION OF JOIST
FRAMING.
3.ROOFING SHALL BE NEW ICC-ES CERTIFIED CLASS 'A' PVC MEMBRANE
OPTIONALLY APPLIED OVER 212" MAX INSULATED FOAM (0.25 PSF/INCH MAX WT)
WHERE APPROVED BY MANUF. CONTRACTOR TO VERIFY ALL ROOF SLOPES
MAINTAIN A MIN OF 14"/FT TO DRAIN.
LEGEND:
PROVIDE (N) LVL 13 4x117 8 EA SIDE OF (E)
4x12 PER 1/S2.00 OR (N) TOP REINFORCING
PER 2/S2.00 UNO
NOTE:
NO NEW HVAC WORK IS
PROPOSED. ALL EQUIPMENT
SHOWN IS EXISTING TO REMAIN.
1851 E Deere
Ave-Purlins4/8/2025
1(E) PURLIN STRENGTHENING
2
-4-8-12-16
-15
-14
-13 -9
-10
-11 -7
-
(E) PURLIN STRENGTHENING 5 SCALE:1"=1'-0"
SCALE:1 1/2"=1'-0"
SCALE:1"=1'-0"
SCALE:1"=1'-0"
SCALE:1"=1'-0"
SCALE:1"=1'-0"
SCALE:1"=1'-0"
SCALE:1"=1'-0"
SCALE:1"=1'-0"
SCALE:1"=1'-0"
SCALE:1"=1'-0"
SCALE:1"=1'-0"
SCALE:1"=1'-0"
SCALE:1"=1'-0"
3"
A
A
SECTION A-A
1'-0" MAX1'-0" MAX 6"6"
(E) SHTG
(E) SUB-PURLINS
PER PLAN
(E) SHTG
(N) LVL CONT EA
SIDE PER PLAN
(E) SUB-PURLINS
WHERE OCCURS
(E) PURLIN
PER PLAN
(E) 2X10 EA SIDE
W/ 16d @ 12"OC
STAGG
(2) 14x6 SDS SCREWS
@ 12"OC EA SIDE
(E) GIRDER
(E) PURLIN W/
(E) 2x EA SIDE
PER PLAN
3"
(N) LVL CONT PER PLAN EA
SIDE W/ (2) 14x6 SDS SCREWS
@ 12"OC (2 ROWS)
4"
A
A
SECTION A-A
1'-0" MAX1'-0" MAX
4"
6"6"
(E) SHTG
(E) SUB-PURLINS
PER PLAN
(E) SHTG
(N) LVL CONT EA
SIDE PER PLAN
(E) SUB-PURLINS
WHERE OCCURS
(E) PURLIN
PER PLAN
(2) 14x312 SDS
SCREWS @ 12"OC
EA SIDE
(N) LVL CONT EA
SIDE PER PLAN
JACK UP AND SHORE FOR
STRAIGHT PURLIN PRIOR
TO INSTALLATION OF LVLS
(2) 14x312 SDS SCREWS
@ 12"OC EA SIDE
(E) GIRDER
(E) PURLIN
PER PLAN
6 PURLIN STRENGTHENING SECTIONSCALE:1"=1'-0"
-3SCALE:1"=1'-0"
JACK UP AND SHORE FOR
STRAIGHT PURLIN PRIOR
TO INSTALLATION OF LVLS
(E) SHTG
(E) SUB-PURLIN,
TYP
(E) PURLIN
PVC MEMBRANE
ROOFING
LIGHTWEIGHT
INSULATION FOAM
(0.25PSF/INCH MAX)
(N) CONTINUOUS 3x4 FULL LENGTH OF
PURLIN W/ (2) ROWS SDWS22600DB @
9"OC STAGGERED (FULLY COORDINATE
WITH ROOF DRAINAGE & ROOFING)
5 8"
17 16"17 16"
NOTES:
THIS CAN ONLY BE USED TO
VOLUNTARY STRENGTHEN (E) 4X12
PURLINS WITH TYPICAL LOADING (NO
UNITS OR HEAVY PIPING)
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sokheanc@rgseinc.com
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1" ACTUAL
No.6432J
EFFREY SCOTT LUBBERTS
STRUC T URALSTATEOFCALIFORNIA
REGISTERED PROFESSIONALENGINEER
1851 E Deere
Ave-Purlins4/8/2025
YES NO
INSTRUCTIONS:
ORAN GE COUNTY FI RE AUTHORI TY
Plan Submittal Criteria
COMMERCIAL projects, MULTIFAMILY RESIDENTIAL projects
and RESIDENTIAL TRACT developments
· Fill in the project/business address and provide a brief description of the scope of work and type of business operation that will take place.
· Answer questions 1 through 10, read and initial items 11 and 12, then complete and sign the certification section.
· If you answer: - “YES” to any part of questions 1 through 10, submit the type of plan indicated in italics to OCFA.
· In some cases, other plan types not indicated herein may also be necessary depending on specific conditions or operations.
· Visit www.ocfa.org for submittal information and locations. If you need assistance in filling out this form or have questions regarding
requirements for review, please contact OCFA at 714-573-6108 or visit us at 1 Fire Authority Road, Irvine, CA 92602.
Address Suite City
Project Scope/Business Description
1. Construction of a new building, a new story, or increase the footprint of an existing building? Changes to roadways,
curbs, or drive aisles? Addition, relocation, or modification of fire hydrants or fences/gates? Construction within
300 feet of an active or proposed oil well? Fire Master Plan (PR145)
2. Property is adjacent to a wildland area or non-irrigated native vegetation?
Fire Master Plan (PR145); a Fuel Modification Plan may also be required. (PR120, PR124)
3. Located in or < 100’ from a Division of Oil, Gas, and Geothermal Resources (DOGGR) field boundary, < 300’ from
an oil/gas seep, or < 1000’ from a landfill? Methane Work Plan. (PR170)
4. Installation/modification/repair of underground piping, backflow preventers, or fire department connections serving
private fire hydrant/sprinkler/standpipe systems? Underground Plan. (PR470, PR475)
5. Drinking/dining/recreation/meetings/training/religious functions or other gatherings in a room > 750 sq.ft. (> 1,000
sq.ft. for training/adulteducation) or > 49 people? Healthcare/outpatient services for > 5 people who may be unable
to immediately evacuate without assistance? Education for children (academic tutoring for ages 5+ is exempt unless
classified as an E occupancy by the Building Official)? Adult/child daycare? 24-hour care/supervision? Incarceration
or restraint? Hotel/apartment or residential facility with 3+ units and 3+ stories (3-story townhouses/rowhouses
where an independent direct exit to grade is provided for dwelling are exempt)? Congregate housing/dormitories
with 17+ people? High-rise structure (55+ feet to highest occupied floor level)? Architectural Plan (PR200-PR285)
6. Installation/modification of locks delaying or preventing occupants from leaving a space or requiring use of a card,
button, or similar action to open a door in the direction of exit travel? Architectural, Sprinkler, and/or Alarm Plan
depending on the occupancy and type of device installed (PR200-PR280, PR420-PR425, PR500-PR520)
7. Installation/modification/use of spray booths; dust collection; dry cleaning; industrial ovens/drying equipment;
industrial/commercial refrigeration systems; compressed gasses; tanks for cryogenic or flammable/combustible
liquids; vapor recovery; smoke control; battery back-up/charging systems (> 50 gal. electrolyte, > 1,000 lb. lithium
ion); welding/brazing/soldering, open flame torches, cutting/grinding; or other similar operations?
Special Equipment Plan (PR315, PR340-PR382)
8. Storage/use/research with flammable/combustible liquids or other chemicals? Motor vehicle/aircraft
maintenance/repair? Cabinetry/woodworking/finishing facility? Chem Class & floor plan (full architectural plan if
H occupancy); Special Equipment Plans may be necessary. (PR315-PR360, PR232-PR240)
9. Storage or merchandizing areas in excess of 500 sq. ft. where items are located higher than 12’ (6’ for high-hazard
commodities, plastic, rubber, foam, etc.)? High-piled Storage Plan (PR330)
10. Cooking under a Type I commercial hood; installation or modification of a fire extinguishing system located in a
commercial cooking hood? Hood & Duct Extinguishing System, not just the hood mechanical plan. (PR335)
Initial each of the following two items indicating that you have read and understand the statement:
11. *Sprinklers/Alarms: Consult Building/Fire Codes and ordinances to determine sprinkler/alarm requirements; if a system is
required, plans shall be submitted for OCFA review. Existing buildings undergoing remodel must be evaluated by a licensed
Initials contractor to determine if modification is needed; if so, contractor shall submit plans prior to making modifications.
12. Fire Hazard Severity Zone: Consult maps available at building department or on OCFA website to determine if your site is located
in a FHSZ. Buildings in a FHSZ may be subject to special construction requirements detailed in CBC Chapter 7A or CRC R327—
Initials the building department will determine specific requirements.
I certify under penalty of perjury under the laws of the State of California that the above is true:
Print Name Signature
Phone Number ( ) Date / /
Building Department: If you have verified that all of the questions have been answered accurately as “NO”, and the project does not otherwise require OCFA
review of sprinkler or alarm plans*, then you may accept this signed form as a written release that OCFA review is not required. Should you still require that the
applicant have plans approved by OCFA, please initial here or attach an OCFA referral form and have the applicant submit the form along with the
appropriate plans and fees for OCFA review. 10-08-14 EE
COM
1851 E Deere
Ave-Purlins4/8/2025
O R A N G E C O U N T Y F I R E A U T H O R I T Y
Plan Referral Form
Required for OCFA to review plans upon the request of the Building Department when
the answers on the Plan Submittal Criteria Form (on the reverse) are all “No”.
City / County Official Requesting Review:
City / County Reference #: Date: __________________________________
City / County: _____________________________________ E-Mail: __________________________________
Contact Name: _____________________________________ Phone #: _________________________________
Title: _____________________________________
** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. **
Reason(s) for Review:
Please describe why OCFA Plan Review is or may be required by the City/County :
OCFA COMMENTS:
No further action required on this specific plan type, based
on information provided on: ____/______/______.
Project to be taken in for OCFA Review.
Other:
Name: _________________________________________
Contact #: ______________________________________ Date: _________________________________
OCFA Authorization
Updated: 06/02/2020 rs
1851 E Deere
Ave-Purlins4/8/2025