HomeMy WebLinkAbout3201 S Halladay St - PlanAES SOLUTIONS LLC, DAVID GAMBOA
AES SOLUTIONS LLC, DAVID GAMBOA
AES SOLUTIONS LLC, DAVID GAMBOA.
AES SOLUTIONS LLC
AES SOLUTIONS LLC
AES SOLUTIONS LLC
AES SOLUTIONS LLCSOLUTIONS LLC
AES
AES SOLUTIONS LLC.
AES SOLUTIONS LLC.
SHEET NUMBER
C0COVER SHEET - GENERAL NOTES
NOTICE TO PLAN CHECKER
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CO - COVER SHEET
A1 - COMMERCIAL CANNABIS SUBMITTAL NOTES
A2 - SITE PLAN & NOTES
A3 - EXISTING FLOOR PLAN - 1ST FLOOR
A4 - PROPOSED FLOOR PLAN - 1ST FLOOR
A5.1 - EXISTING FLOOR PLAN - 2ND FLOOR
A5.2 - PROPOSED FLOOR PLAN - 2ND FLOOR
A5.3 - PANEL WALL DETAILS
A5.4 - ULINE BARRIER DETAILS
A6 - PROPOSED ELECTRICAL - 1ST FLOOR
A7 - PROPOSED ELECTRICAL - 2ND FLOOR
A8 - PROPOSED CULTIV LIGHTING - 1ST FLOOR
A9 - PROPOSED CULTIV LIGHTING - 2ND FLOOR
A12 - PROPOSED SECURITY CAMERAS - 1ST FLOOR
A13 - PROPOSED SECURITY CAMERAS - 2ND FLOOR
A14 - PROPOSED NUTRIENT RECOV/PLUMBING -1ST FLOOR
A15 - PROPOSED NUTRIENT RECOV/PLUMBING - 2ND FLOOR
A16 - PROPOSED HVAC - 1ST FLOOR
A17 - PROPOSED HVAC - 2ND FLOOR
A19 - ROOF PLAN
A20 - ELEVATIONS - LINE OF SIGHT
A21 - SECTION(S)
TE1 - TRASH ENCLOSURE
TE2 - TRASH ENCLOSURE DETAILS
CBC1 - EXISTING ADA ACCESSIBILITY - BATHROOMS
CBC2 - EXISTING ADA ACCESSIBILITY - DETAIL & NOTES
G1 - GREEN 1
G2 - GREEN 2
G3 - GREEN 3
SHEET INDEX - ENGINEERING:
STRUCTURAL:
S0 - SITE PLAN & NOTES
S1 - MEMBER pENETRATION & INSPECTION FORM
SW1 - 1ST FLOOR WALLS
SW2 - 2ND FLOOR WALLS
SW3 - STRUCTURAL - DETAILS
S0.0 & S1.0 - STRUCTURAL ROOF SCREEN WALL
MECHANICAL:
M0.0 - MECHANICAL NOTES
M0.1 - MECHANICAL SCHEDULES
M1.0 - FIRST FLOOR PLAN, MECHANICAL
M1.1 - SECOND FLOOR, MECHANICAL
M1.2 - SECOND FLOOR PLAN, MECHANICAL
M2.0 - MECHANICAL DETAILS
PLUMBING:
P0 - PLUMBING NOTES
P0.0 - PLUMBING NOTES, SCHEDULES, CALCS, DETAILS
P1.0 - PLUMBING WATER PLAN
P1.1 - PLUMBING SANITARY & VENT PLAN
P1.2 - PLUMBING NUTRIENT RECOVERY SYSTEM PLAN
P1.3 - PLUMBING ISO
ELECTRICAL:
E0.0 - ELECTRICAL NOTES
E0.1 - ELECTRICAL PANEL SCHEDULES PART 1
E0.2 - ELECTRICAL PANEL SCHEDULES PART 2
E0.3 - ELECTRICAL PANEL SCHEDULES PART 3
E0.3.1 - ELECTRICAL PANEL SCHEDULES PART 4
E0.4 - SINGLE LINE DIAGRAM
E0.5 - SINGLE LINE DIAGRAM
E1.0 - FIRST FLOOR POWER PLAN
E1.1 - SECOND FLOOR POWER PLAN
E2.0 - FIRST FLOOR LIGHTING PLAN
E2.1 - SECOND FLOOR LIGHTING PLAN
E3.0 - FIRST FLOOR GROW LIGHT PLAN
E3.1 - SECOND FLOOR GROW LIGHT PLAN
E4.0 - FIRST FLOOR EMERGENCY LIGHT PLAN
E4.1 - SECOND FLOOR EMERGENCY LIGHT PLAN
E5.0 - FIRST FLOOR HVAC POWER PLAN
E5.1 - SECOND FLOOR HVAC POWER PLAN
E5.2 - ROOF HVAC POWER
SHEET INDEX - ARCHITECTURAL:
PROJECT DATA:
PROJECT DESCRIPTION / SCOPE OF WORK:
** BUSINESS OWNER IS PROPOSING A CANNABIS GROWING FACILITY
THIS WILL BE A STRICTLY CULTIVATION FACILITY WITH NO EXTRACTION
OR FLAMABLE CHEMICALS BEING USED OR GENERATED. THIS BUILDING
WILL ALSO BE USED FOR DRY STORAGE AND OFFICES PER PLAN
THIS PROJECT IS LOCATED WITHIN A 10,325 SQ FT WAREHOUSE.
( 1ST FLOOR = 8120 SF - 2ND FLOOR = 2205 SF)
T.I.INCLUDES
- IMPROVEMENTS TO EXIST. 1ST FLOOR: PER PLAN
- IMPROVEMENTS TO EXIST. 2ND FLOOR: PER PLAN
- 2ND FLOOR: CONVERT EXIST. 2ND FLR BATHROOM TO I.T.ROOM
- ELECTRICAL: PER PLAN
- LIGHTING PER PLAN
- PLUMBING: PER PLAN
- MECHANICAL: PER PLAN
- EXTERIOR LIGHTING PER PLAN
- NEW TRASH ENCLOSURE PRT PLAN
- NEW 5 TALL BUSH/PLANT TO OBSTRUCT VIEW OF NEW WLWC EQUIP.
*NOTE: EXISTING FLOOR PLAN(S) ALSO IDENTIFY WALLS TO BE DEMOD
ALL WALLS BEING DEMOD ARE NON-LOAD BEARING
*NOTE: EXISTING CONDITIONS SHALL BE FROM PREV APPROVED
PLANS (101113395) WHICH ARE CURRENTLY UNDER CONSTRUCTION
- BUILDING PERMIT # 101113395 - PIN # 29843
- INTERIOR 1ST FLOOR STRUCTURAL - INTERIOR 2ND FLOOR STRUCTURAL
- 2ND FLOOR SHALL BE FINALIZED AND DEEMED EXISTING UNDER 101113395
(INCLUDING STAIRWAYS) - PARKING (ACCESSIBLE & STANDARD) - FENCING
(FENCING & GATE) - ROOFTOP SIGHT/VIEW OBSTRUCTION FANCING - CONCRETE AT
FRONT FOR WALKWAY - NEW PAINT FOR BUILDING EXTERIOR - LANDSCAPING
** NOTE EXISTING BATHROOM ARE CBC/ADA ACCESSIBLE COMPLIANT
- ELECTRICAL PERMIT # 20178366 - PIN # 70281
- PLAUMBING PERMIT # 30145358 - PIN # 99435
- MECHANICAL PERMIT # 40137558 - PIN # 34249
* NOTE *
Per email received from C.Santana 8:47am on 4/2542024,
- If there is existing work being done on the site, you may reference
it on the updated plan set with the previous permit number. Include
the reference in the scope of work as well just so its clear with Building.
PLEASE SEE SHEET A1 FOR CANNABIS SUBMITTAL NOTES
*NOTE:
PROJECT/WORK FROM THESE PLANS (#2024-188666) SHALL NOT
COMMENCE UNTIL WORK FROM PERMIT # 101113395 HAS BEEN FINALIZED
VICINITY MAP
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COPYRIGHT NOTIFICATION:
Use, distribution and/or modification of these plans and/or
documents past or present without the expressed written
consent from AES Solution LLC or David R. Gamboa is
prohibited by law.
The 1990 Congress amended copyright act specifically
includes Architectural Works. the ammendment states that
The architectural work is owned by the authors of the work
(AES Solutions LLC) and any other contributions to that work.
AS of this moment, AES Solutions LLC has not permitted or
given permission to use these plans that have been generated
by AES Solutions LLC for the purpose of distribution, modification,
copying or use as a template to generate architectural works.
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GENERAL INFORMATION:
2022 CALIFORNIA BUILDING CODE (CBC)
2022 CALIFORNIA EXIST BUILDING CODE (CEBC)
2022 CALIFORNIA MECHANICAL CODE (CMC)
2022 CALIFORNIA PLUMBING CODE (CPC)
2022 CALIFORNIA FIRE CODE (CFC)
2022 CALIFORNIA ELECTRICAL CODE (CEC)
2022 CALIFORNIA ENERGY CODE
2022 CALGREEN STANDARDS
2022 HEALTH & SAFETY CODE (CHSC)
2022 CALIFORNIA CODE OF REGULATIONS (CCR)
SANTA ANA MUNICIPAL CODE
APPLICABLE BUILDING STANDARDS:
THE CONSTRUCTION CONTRACTORS
INFORMATION SHALL BE REQUIRED
BEFORE BUILDING.
NOTE:
PROJECT :
SNIPS CULTIVATION LLC
PROJECT ADDRESS:
3201 S. HALLADAY ST.
SANTA ANA, CA 92705
APN: 411-152-01
ZONING: M1 - LIGHT INDUSTRIAL
SITE AREA: 23,133 SQ. FT. (GROSS)
BUILDING DATA:
ACTUAL BUILDING HEIGHT: 24 (2 STORY)
OCCCUPANCY: B / S-1 / F-1
CONSTRUCTION TYPE: III-B - NON-SPRNK
EXISTING 1ST FLOOR 8,120 SQ. FT.
EXISTING 2ND FLOOR 2,205 SQ. FT.
ACTUAL BUILDING AREA; 10,325 SQ. FT
SPRINKLERS NO
ROOM/AREA USAGE COMMERCIAL CANNABIS SUBMITTAL NOTES
TOTAL 10,325.0
AREA SF USAGE
ENTRY
LOBBY W/STAIRS
EMPLOYEE LOUNGE
BATHROOM 1
BATHROOM 2
OFFICE-1
PRODUCT STORAGE
NUTRIENTS ROOM
WATER/NUTRIENT TANKS
WASTE AREA
CURE ROOM
VEG/CULTIVATION
FLOWER ROOM 1
FLOWER ROOM 2
FLOWER ROOM 3
WALKWAYS, HALLWAYS
TOTAL
I.T. ROOM
DRY STORAGE ROOM
FLOWER ROOM 4
WALSKWAYS, MISC
TOTAL
ENTRY AREA, CLIENTS
CLIENT WAITING AREA
EMPLOYEES ONLY
ADA/CBC ACCESSIBLE
ADA/CBC ACCESSIBLE
PRIVATE STAFF OFFICE
DRY STORAGE FOR PRODUCT
NUTRIENTS PROCESSING
WATER/NUTRIENT STRAGE TANKS
WASTE AREA
PRODUCT CURE ROOM
VEG GROW ROOM
GROW ROOM
GROW ROOM
GROW ROOM
PATH/AREAS FOR TRAVEL
ELECTRONICS & VIDEO
DRY STORAGE ROOM
GROW ROOM
PATH/AREAS FOR TRAVEL
1ST FLOOR
2ND FLOOR
95.0
283.5
134.0
90.0
80.0
93.5
102.5
93.5
275.0
216.0
220.0
1,179.0
1,530.0
1,530.0
608.0
683.5
8,120.0
60.0
658.5
1,304.0
182.5
2,205.0
9/30/2025
03-15-2024
Bldg #101120672 & 687
Elect #20183890
Plumb #30147713
Mech #40139478
APPROVALS:
PLNG - C. Santana
BLDG - A. So
POLICE - B. Martin
PUBLIC WORKS - Y. Soto
ELECT - M. Smith
PLUMB/MECH - T. Luka
3201 S Halladay St
5/5/2025
SHEET NUMBERA1
1
COMMERICAL CANNABIS SUBMITTAL NOTES
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HAZERDOUS MATERIALS:
- N/A, No Hazerdous Materials will be used or stored at this facility.
Liquid/Water Stored in tanks shall be water that is infused with
nutrients for cultivation.
OCFA: (SR# 24000482)
- Plans have been submitted to OCFA
MANUFACTURING PROCESS:
- No Manufacturing of any kind will be done at this facility
This facility will be for cultivation only
DAILY OPERATIONS SUMMARY:
WATER USAGE - WASTEWATER CONTROL:
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GENERAL INFORMATION:
2022 CALIFORNIA BUILDING CODE (CBC)
2022 CALIFORNIA EXIST BUILDING CODE (CEBC)
2022 CALIFORNIA MECHANICAL CODE (CMC)
2022 CALIFORNIA PLUMBING CODE (CPC)
2022 CALIFORNIA FIRE CODE (CFC)
2022 CALIFORNIA ELECTRICAL CODE (CEC)
2022 CALIFORNIA ENERGY CODE
2022 CALGREEN STANDARDS
2022 HEALTH & SAFETY CODE (CHSC)
2022 CALIFORNIA CODE OF REGULATIONS (CCR)
SANTA ANA MUNICIPAL CODE
APPLICABLE BUILDING STANDARDS:
9/30/2025
03-15-2024
SNIPS CULTIVATION, LLC
3201 S. Halladay St. Telephone: (949) 285-2057
Santa Ana, CA 92705
merrett.r.scott@ gmail.com
SUMMARY OF DAILY OPERATIONS
I.PREFATORY STATEMENT
DATE:July 2, 2024
TO:City of Santa Ana Planning Department
Applicant:Snips Cultivation, LLC – Merrett Scott
RE:Summary of Daily Operations
To Whom It May Concern,
I am writing this letter to detail a summary of the daily operations that will take place out our
cannabis cultivation facility located 3201 S. Halladay St., Santa Ana, CA 92705. Below is a synopsis
of the day-to-day operations.
II.CULTIVATION:
The cannabis cultivation is the largest part of the day-to-day operations, so we feel it is best to start
here. Each day, the plants require an immense amount of oversight and care. One of the first things that is
addressed upon beginning the day is pest management. This entails a lot of cleaning in the cultivation
rooms and inspecting each plant for any signs of mold, disease, or pests.
After the pest management is completed, the employees will work on ensuring all systems are in
working order. Items like CO2 sensors, HVAC, and grow lights are addressed to ensure they are all in
working order to ensure the perfect balance in the grow rooms. Employees will also inspect every plant
and remove any dead leaves that they see and place them in a bin. These dead leaves will then be placed in
our secure cannabis waste storage located in the back of the facility.
Depending on the day of the week, the water and nutrients are mixed to find the ideal PPM for the
plants. Employees will then hand water every plant to ensure the plant receives the ideal amount of water
based on the stage of growth at that time. Continuous monitoring of the plant is necessary to ensure the
viability of the crop.
Every 60-90 days we will then harvest the crops which requires us to pull the plant from the soil and
hang them to dry in our secure dry room. After about 10 days, the plants are removed and begin to be
processed by removing all of the cannabis flowers from the plant and trimming them. The reminder of the
plant will then be chopped up and placed in the cannabis waste storage. After the flowers have been
trimmed, they are weighed, and that weight is recorded in METRC. The flower is now ready for sale.
III.NURSERY:
As part of our operation, we will have our line of genetics which are harvested from the mother
plants and placed in the nursery for early-stage growth of the plant. The mother plants are treated just like
the plants in the cultivation rooms with the exception that they are never harvested. Instead, we remove
small branches of the mothers and place them in their own small pot. The baby plants are then placed
under LED lights and monitored in their early-stage growth.
The plants we harvest in the nursery will eventually be transported into the cultivation rooms when
they are about 1-month old. After each harvest in the cultivation rooms, we prepare the rooms for the next
grow cycle and move the nursery plants into the cultivation room where the process starts all over again.
IV.ADMINISTRATIVE
A large portion of the administrative process will be ensuring all of our state and local reporting
requirements are completed. Ensuring all plants, harvested flowers, and final product are accurately
reported on Metrc is of a top priority.
Many of the other daily administrative actions will be employee oversight, payroll, raw material
acquisitions, and final product sales. The aspect of the business is similar to just about all other businesses
throughout other industries.
If you have any questions feel free to contact me.
Respectfully,
Merrett Scott.
SYSTEMS & EQUIPEMENT:
- Please see Engineered Mechanical & Electrical for Equipement.
No Specialized Equipement Will Be Used.
ODOR CONTROL, GAS DETECTION & ENVIRONMENTAL CONTROL SYSTEMS:
- Please see Engineered Mechanical, Carbon Filter Schedule, Sheet M2
CARBON DIOXIDE ENRICHEMENT GAS DETECTION:
- Please see Engineered Mechanical,
ENVIRONMENTAL CONTROL SYSTEMS:
- Please see Engineered Mechanical,
Our water usage for cultivation at 3201 s Halladay, Santa Ana is projected to be
5,000 gallons per week of operations. 2,000 gallons of the total 5,000 will be
waste/runoff from the Reverse osmosis system which filters the water.
(SEE REVERSE OSMOSIS SYSTEM INFO)
EXTRACTION GAS DETECTION: N/A
- No extraction process of any type will be done at this facility.
Hilti 1/2 in Kwik Bolt TZ2 -CS with 2.5 in nominal embedment depth per ICC-ES ESR-4266
1 Input data
Anchor type and diameter: Kwik Bolt TZ2 - CS 1/2 (2) hnom2
Item number: 2210254 KB-TZ2 1/2x3 3/4
Speci cation text: Hilti Æ 1/2 in Kwik Bolt TZ2 - CS with 2.5 in
nominal embedment depth per ICC-ES
ESR-4266 , Hammer drill bit installation per
MPII,
E ective embedment depth: h ef,act = 2.000 in., h nom = 2.500 in.
Material: Carbon Steel
Evaluation Service Report: ESR-4266
Issued I Valid: 10/1/2024 | 12/1/2025
Proof: Design Method ACI 318-19 / Mech
Shear edge breakout veri cation: Row closest to edge (Case 3 only from ACI 318-19 Fig. R.17.7.2.1b)
Stand-o installation: e b = 0.000 in. (no stand-o ); t = 0.375 in.
Anchor plate R : lx x l y x t = 6.000 in. x 6.000 in. x 0.375 in.; (Recommended plate thickness: not calculated)
Pro le: Round HSS (AISC), HSS1.9X.188; (L x W x T) = 1.900 in. x 1.900 in. x 0.188 in.
Base material: cracked concrete, 2500, f c' = 2,500 psi; h = 420.000 in.
Installation: Hammer drilled hole, Installation condition: Dry
Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
R -The anchor calculation is based on a rigid anchor plate assumption.
Geometry [in.] & Loading [lb, in.lb]
3201 S Halladay St
5/5/2025
SHEET NUMBER
A12.2
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HALLWAY HALLWAY
2ND FLOOR
LANDING
ELECTRICAL
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TRIM &
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PRODUCT
STORAGE
R/O WATER
ROOM &
NUTRIENTS
ENTRY
CHECK-IN
STEELSECURITYDOOR
STEELSECURITYDOOR
SECURITYROLL-UPDOOR
LOBBY
VEG ROOM
FLOWER ROOM #3
FLOWER ROOM #2
FLOWER ROOM #1
CLARIFIER TANKT.B.D.
100’-08”
8’-02”9’-0”8’-0”10’-0”10’-0”11’-0”39’-06”
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ROLLING
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3201 S Halladay St
5/5/2025
SHEET NUMBER
A13.2FLOOR PLAN - 2ND SECURITY
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SECURITY &I.T. ROOM 24” X 36”MECHANICAL AREAACCESS PANEL
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3201 S Halladay St
5/5/2025
SHEET NUMBER
A14.2
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3201 S Halladay St
5/5/2025
1ST FLOOR
BELOW
48” X 36”MECHANICAL AREAACCESS ABOVEROOM BELOW
1ST FLOOR
BELOW
4’-06”
4’
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SECURITY &I.T. ROOM
SHEET NUMBER
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3
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5
03
-
1
5
-
2
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4
63
”
9’-06”9’-0”
3201 S Halladay St
5/5/2025
SHEET NUMBER
A16
1
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VEG ROOM
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48” BENCHES
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48” BENCHES
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48” BENCHES
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1st FloorFlower
Room 3
1st FloorOffice(s)
1st FloorZoned
For CureRoom
3201 S Halladay St
5/5/2025
SECURITY &I.T. ROOM
SHEET NUMBER
A17.22ND FLOOR HVAC
SH
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5’
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26
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12’AIR IN THRU HEPA WITH DAMPER
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25’-04”52’-07”
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5/5/2025
B
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SHEET NUMBER
A19.1ROOF PLAN
SH
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6
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2
1
’
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’
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0
8
”
3’
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0
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”
63”
62”
62”
66”
66”
13’-0”
1
0
’
16’-04”
13’-04”
10’-02”
34’-0”
43’-07”
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SCREEN
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SCREEN
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SITE
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9
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0
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”
20
’
-
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”
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-
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0
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”
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10’-0”54”
10’-0”
19’-11”
38x43 53x93
56x57 B
56x57
30x72
58x68
27x27
B
27x27
B
27x27
24x52
B
24x52
B
24x52
B
24x52
48x100
36x43 36x43
20’x46”
B
23’-11”x46”
B
23’-11”x46”
B
49x32
B
29x29
B
29x29
B
56x57
B
56x57
14’-08”
A
G
A
1st FloorFlowerRoom 3
1st FloorOffice(s)
1st Floor
ZonedFor CureRoom
9/
3
0
/
2
0
2
5
03
-
1
5
-
2
0
2
4
5’
5
’
NEW
SITE
SCREEN
NEW
SITE
SCREEN
3201 S Halladay St
5/5/2025
SHEET NUMBER
SITE PLAN
SH
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P.L. 198.68’
P.
L
.
1
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0
.
0
7
’
9.5’ MinVanAccessible
8.0’
25
.
0
’
18.0’18.0’26.0’
25.0’
25
.
5
’
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.
0
’
S.
H
A
L
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.
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SCALE: 1/8” = 1’
TURF
TURFTURF
TURF
TURF
TURF
TU
R
F
TU
R
F
TU
R
F
TU
R
F
TU
R
F
(E)
DRIVEWAY
(E
)
DR
I
V
E
W
A
Y
(E)
PARKING
(E)
FENCING
(E)
FENCING
(N)
TRASH ENCLOSURE SEE SHEETS
TE1 & TE2 FOR
ADDITIONAL DETAILS
SIDEWALK SIDEWALK SIDEWALK
TOTAL PARKING SPACES = 22
TOTAL REQ. ADA PARKING = 1
TOTAL ADA PRKING PROVIDED = 1
TOTAL # SPACES - MIN. # ADA REQ.
1 - 25 - 1
26 - 50 - 2
51 - 75 - 3
TBL 11B-208.2 ADA PARKING REQ.
A2
*NOTES:*NOTE: All Landscaping will be existing per prev permit 101113395
*NOTE: TOTAL EXTERIOR LIGHTING = 10
*NOTE: Accessible Path Of Travel was reviewed and approved on previouse Building Permit # 101113395
*NOTES-2:
- Accessible Route Shall Be 5% Maximum Slope, measured in the direction of travel, 2% cross-slope maximum, 48” minimum width
1, Egress doors/gates shall be readily openable from the egress side without the use of a key or special knowledge or effort. (1010.1.9)
2, Openable parts of such hardware shall be 34” Minimum and 44’ Maximum above the finished floor ground.
3, The force for pushing or pulling open a door shall be 5-lb maximum.
4, Operable parts shall be operable with one hand and shall not require tight grasping, pinchingor twisting of the wrist.
(E) CONC. WALKWAY
EXIST
5’X6’
Ø CURB
LANDING
EXIST
CBC/ADA
PATH OF TRAVEL
(
E
)
C
O
N
C
.
W
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K
W
A
Y
48”X60”
Ø CURBLANDING
ACCESSIBLE
PATH OF TRAVEL
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9
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7
0
5
- WALL-PACK - SECURITY
EXTERIOR LIGHTING
(14,500 LUMENS/150W)
- WALL-PACK - SECURITY
EXTERIOR LIGHTING
(14,500 LUMENS/150W)
- WALL-PACK - SECURITY
EXTERIOR LIGHTING
(14,500 LUMENS/150W)
- WALL-PACK - SECURITY
EXTERIOR LIGHTING
(14,500 LUMENS/150W)
- WALL-PACK - SECURITY
EXTERIOR LIGHTING
(14,500 LUMENS/150W)
TRAS
H
TRAS
H
7’-04”7’-04”
EDISON
PULL BOXEXIST
LANDING
(NEW)
5’ TALL
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VIEW OBSTRUCT.
(EXIST)
1200 Amp
METER MAIN
408V / 3 PHASE
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UP
D
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1
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2
0
2
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D
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5’
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1
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3
0
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2
0
2
5
03
-
1
5
-
2
0
2
4
3201 S Halladay St
5/5/2025
60” TALLROOF SCREENROOF TOP HVACEQUIP 50-3/4” TALL
NEWROOF SCREEN
SOUTH ELEVATION (ALTON AVE.)
WEST ELEVATION (FRONT OF BUILDING, HALLADAY)
SNIPS
3201
ROOFTOP
A/C UNIT
SHEET NUMBER
A20LINE OF SIGHT
SH
E
E
T
T
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&
L
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O
F
S
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H
T
SCALE:
1/16” = 1’
E L E V A T I O N S SCALE:
1/8” = 1’
NOTE:EXISTING STRUCTUREW/CONCRETE WALLS
NOTE:ROOF SCREENTO MATCH BUILDING
NOTE:NO VISIBILTY PERMITTEDTHROUGH SCREEN
300’6’
300’6’
LINE OF SIGHT
LINE OF SIGHT
DA
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YORK HVAC UNITS
5
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-
3
/
4
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XP120
XP090
XP150
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5
0
-
3
/
4
”
119-1/2”
EAST ELEVATION (REAR OF BUILDING)
WEST ELEVATION (FRONT OF BUILDING, HALLADAY)
0
8’ F-CEILING
FG FF
19’ F-CEILING
20’ F-ROOF21’ (E) PARAPET
24’ OBST FENCE
NORTH ELEVATION (ALTON AVE.)
0
8’ F-CEILING
FG FF
19’ F-CEILING20’ F-ROOF21’ (E) PARAPET
24’ OBST FENCE
SOUTH ELEVATION (ALTON AVE.)
0
8’ F-CEILING
FG FF
19’ F-CEILING
20’ F-ROOF21’ (E) PARAPET
24’ OBST FENCE
60” TALLROOF SCREENROOF TOP HVACEQUIP 50-3/4” TALL
0
8’ F-CEILING
19’ F-CEILING
20’ F-ROOF21’ (E) PARAPET
24’ OBST FENCE
FG FF
SNIPS
3201
6
0
”
60” TALLROOF SCREEN
60” TALLROOF SCREEN
ROOF TOP HVACEQUIP 50-3/4” TALL
6
0
”
6
0
”
ROOF TOP HVACEQUIP 50-3/4” TALL
60
”
UP
D
A
T
E
D
1
1
/
2
2
/
2
0
2
4
-
D
R
G
9/
3
0
/
2
0
2
5
03
-
1
5
-
2
0
2
4
3201 S Halladay St
5/5/2025
SHEET NUMBER
A21S E C T I O N S
SH
E
E
T
T
I
T
L
E
SI
T
E
L
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C
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SCALE:
1/16” = 1’
SECTION-B
(NEW 2ND FLOOR SUPPORT & FLOOR SYSTEM PER PLAN)
(NEW 2ND FLOOR SUPPORT & FLOOR SYSTEM PER PLAN)
8
’
9
’
1.
5
’
FF
SECTION-A
STAIR SECTION
W/CLEARANCE HEIGHTS
*NOTE*STAIRWAY IS EXISTING-THE CONDITIONS FORTHIS AREA - EXISTING
EXISTCONCRETEWALL(S)
EXISTCONCRETEWALL(S)
8
’
8
’
18
”
FF
EXISTCONCRETEWALL(S)
METAL STUDS
METAL STUDS
EXISTCONCRETEWALL(S)METAL CJ
1/2” GYPBOARD
1/2” GYPBOARD
1/2” GYPBOARD
1/2” GYPBOARD
METAL CJ
METAL CJ
1/2” GYPBOARD
METAL STUDS
METAL STUDS
TREAD WIDTH + 12"
1'-05
U
UU
U
U
UU
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UU
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2" x 2" x 12GA.POST, TYP.
34
"
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.
42
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.
U
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6
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:
0
3
/
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2
4
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:
2
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4
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#
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a
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9
2
7
0
5
9/
3
0
/
2
0
2
5
03
-
1
5
-
2
0
2
4
3201 S Halladay St
5/5/2025
SHEET NUMBER
A3.2
1
S
T
F
L
O
O
R
E
X
I
S
T
I
N
G
F
L
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P
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N
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S
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:
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S
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N
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:
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P
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A
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1
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T
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L
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X
I
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T
I
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G
ROLL-UPDOOR
HALLWAY HALLWAY
WAREHOUSE/STORAGE
EXIST
METAL POST(S)
FOR PROP 2ND LEVEL
STORAGE FLOOR SINK(S)
TO BE
CAPPED/REMOVED
NOT USED
STORAGE
EP
EXIST
BATHRM 1
EXIST
BATHRM 2EMPLOYEE
LOUNGE
LO
C
K
E
R
S
ENTRY
LOBBY EXIST
STAIRS
100’-08”
8’-02”9’-0”8’-0”10’-0”10’-0”11’-0”39’-06”
8
0
’
-
0
8
”
24’-09”16’-7”56’-0”
9
-
0
4
”
6
9
-
0
4
”
1
6
-
0
4
”
NOTES:
** 1” SIGNAGE ABOVE MAIN EXIT DOOR/DOOR FRAME MUST STATE...
“THIS DOOR TO REMAIN UNLOCKED WHEN BUILDING IS OCCUPIED”
CBC 1010.9.3
a, THE FORCE FOR PUSHING OR PULLING OPEN A DOOR
OR GATE SHALL BE AS FOLLOWS CBC 11B-404.2.9
i) INTERIOR & EXTERIOR HINGED DOORS: 5 POUNDS MAX.
b, DOOR CLOSERS & GATE CLOSERS SHALL BE ADJUSTED SO
THAT FROM AN OPEN POSITION OF 90 DEGREES, THE TIME
REQUIRED TO MOVE THE DOOR TO A POSITION OF 12
DEGREES FROM THE LATCH IS 5 SECONDS MIN.
CBC 11B-404.2.8.1
c, LATCHING AND LOCKING DOORS THAT ARE HAND ACTIVIATED
& WHICH ARE IN A PATH OF TRAVEL SHALL BE OPERABLE
WITH A PUSH-PULL ACTIVATING BARS, OR OTHER
HARDWARE DESIGNED TO PROVIDE PASSAGE WITHOUT
REQUIRING THE ABILITY TO GRASP THE OPENING
HARDWARE. CBC 11B-309.4
d, HAND-ACTIVATED DOOR OPENING HARDWARE SHALL BE 34”
MINIMUM & 44” MAXIMUM ABOVE THE FINISH FLOOR OR
GROUND. WHERE SLIDING DOORS ARE IN THE FULLY
OPENED POSITION, OPERATING HARDWARE SHALL BE
EXPOSED AND USABLE FROM BOTH SIDES.
CBC 11B-404.2.7
** DOORS
DOOR SCHEDULE
*** NOTE: ALL DOORS = MAX. 1/2” THRESHOLD.
(EXIST. or NEW)
*** 1010.1.9.1 HARDWARE DOOR HANDLES, PULLS,
LATCHES, LOCKS & OTHER
OPERATING DEVICES ON DOORS REQUIRED
TO BE ACCESSIBLE BY CHAPTER 11A OR 11B
SHALL NOT REQUIRE TIGHT GRASPING,
TIGHT PINCHING OR TWISTING OF
THE WRIST TO OPERATE.
A
B
C
D
3 °/6 8 STEEL ENTRY DOORS, SELF CLOSER
W/SECURITY LOCK, PANIC BAR, KICK PLATES
3°/68 H.C. DOOR W/LEVER LOCK SELF CLOSER
10 °/10 ° METAL ROLL UP DOOR
EXIST
EXIST
EXIST
SC
A
L
E
:
1
/
4
”
=
1
’
60” R 60” R
DA
V
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A
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,
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A
9
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1
3
71
4
-
5
9
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-
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5
6
0
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g
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d
:
0
3
/
0
5
/
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2
4
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:
2
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4
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4
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2
9
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A
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:
A
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#
:
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.
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a
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a
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a
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9
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7
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5
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)
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8
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5
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3
2
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1
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.
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a
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a
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a
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t
a
A
n
a
,
C
A
9
2
7
0
5
36”
HANDRAILS - EXIST. WALL
- EXIST WALL TO
BE DEMO’D
EXIST
STAIRS
UP
D
A
T
E
D
0
6
/
1
0
/
2
0
2
4
-
D
R
G
UP
D
A
T
E
D
0
8
/
0
3
/
2
0
2
4
-
D
R
G
UP
D
A
T
E
D
1
1
/
0
5
/
2
0
2
4
-
D
R
G
9/
3
0
/
2
0
2
5
03
-
1
5
-
2
0
2
4
3201 S Halladay St
5/5/2025
SHEET NUMBER
A4.2
P
R
O
P
O
S
E
D
-
1
S
T
F
L
O
O
R
SH
E
E
T
T
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SI
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E
L
O
C
A
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I
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N
BU
S
I
N
E
S
S
:
B
U
S
I
N
E
S
S
O
W
N
E
R
:
D
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S
I
G
N
E
R
P
R
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P
O
S
E
D
1
S
T
F
L
O
O
R
SC
A
L
E
:
1
/
4
”
=
1
’
ROLL-UPDOOR
HALLWAY HALLWAY
EXIST
5’x5’ LANDING
2ND FLOOR
LANDING
24”Min
ELECTRICALROOM
TRIM &
CURE ROOM
PRODUCT
STORAGE
R/O WATER
ROOM &
NUTRIENTS
ENTRY
CHEK-IN
LOBBY SHOWROOM
VEG ROOM
FLOWER ROOM #3
FLOWER ROOM #2
FLOWER ROOM #1
2
A5.3
NEW 6”
PRE-FAB
PANEL WALL
EXIST WALL
LEGEND
NOTE: Accessible
Bathrooms were reviewed
and approved under
previous Building Permit
#101113395
CLARIFIER TANKT.B.D.
NEW 6”THICK PANELWALL
NEW 6”PANELWALL
N
E
W
6
”
T
H
I
C
K
PA
N
E
L
W
A
L
L
100’-08”
8’-02”9’-0”8’-0”10’-0”10’-0”11’-0”39’-06”
8
0
’
-
0
8
”
3
0
’
-
0
”
3
0
’
-
0
”
1
8
’
-
0
2
”
24’-09”16’-7”6’-06”51’-0”
9
-
0
4
”
5’-07”11’-0”21’-10”7’-03”
3
6
’
-
0
9
”
4
’
-
0
”
3’-0”
2
0
’
-
0
”
4
’
5
-
0
6
”
1
0
’
1
6
-
0
4
”
1
3
-
0
”
47
’
-
0
8
”
BATHRM 1EMPLOYEE
LOUNGE
FRIDG
BATHRM 2
EXIT
EX
I
T
24”CLR
12’-0” WASTE AREA
52”Dia350 Gal
52”Dia350 Gal 52”Dia350 Gal
87”Dia2,000 Gal 87”Dia2,000 Gal
24”CLR
24”CLR
6’8’8’3’3’
60” CLEAR
48
”
B
E
N
C
H
E
S
60
”
B
E
N
C
H
E
S
60
”
B
E
N
C
H
E
S
60
”
R
O
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L
I
N
G
B
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N
C
H
E
48
”
R
O
L
L
I
N
G
B
E
N
C
H
E
48
”
R
O
L
L
I
N
G
B
E
N
C
H
E
48” BENCHES
48” BENCHES
48” BENCHES
60” BENCHES
60” BENCHES
60” BENCHES
ROLLING
48” BENCHES
ROLLING
48” BENCHES
ROLLING
48” BENCHES
ROLLING
60” BENCHES
ROLLING
60” BENCHES
ROLLING
60” BENCHES
48
”
4
8
”
48
”
6
0
”
60
”
6
0
”
36
”
CL
E
A
R
48
”
48
”
48
”
60
”
60
”
6
0
”
3
6
”
CL
E
A
R
60”60”48”
60
”
CL
E
A
R
32”CLEAR
60”CLEAR
60”CLEAR
1’
1’
NE
W
6
”
P
A
N
E
L
W
A
L
L
NEW 6”PANELWALL
NEW 6”PANELWALL
1’
60
”
C
L
O
N
E
R
A
C
K
S
6
0
”
60
”
6
0
”
6
0
”
48
”
R
O
L
L
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G
B
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C
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36
”
R
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B
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36
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B
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N
C
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E
18
”
CL
R
18
”
CL
R
60
”
CL
R
28’-03”
BARRIER
18
”
CL
R
18
”
CL
R
18
”
CL
R
52
”
36”CLEAR
CLEAR
CLEAR
CL
E
A
R
CL
E
A
R
CL
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A
R
CL
E
A
R
CL
E
A
R
FRESH AIR INHEPA W/DAMPER
12’ CEILING HEIGHT
12’ CEILING HEIGHT
12’ CEILING HEIGHT
12”CARBON FILTERBELOW CEILING
12’ CEILING HEIGHT
FOB
RECOVERYTANK
RO
S
Y
S
T
E
M
S
RA
C
K
120GAL
FRESH AIR IN
12” DUCT
W/HEPA FILTER
& DAMPER
12”CARBONFILTERABOVECEILING
12”CARBONFILTERABOVECEILING
FRESH AIR IN
12” DUCT
W/HEPA FILTER
& DAMPER
EDISON
PULL BOX
MD
S
12
0
0
A
m
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40
8
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3
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NEW WALL
DA
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0
1
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.
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a
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a
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(
9
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2
7
0
5
75 KVA TRANSFORMER100amp, 480v, 3 PHASEMOUNTED ON COPNCRETE WALLABOVE PANEL ROOM
NEMA 3-R
SWB-MDP
PP-HPA
E0.1PP-LA
E0.1
PP-LPA
E0.1
PP-LPB
E0.2
PP-HPD
E0.3
PP-HPB
E0.2
UP
D
A
T
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D
1
1
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0
5
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2
0
2
4
-
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D
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2
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D
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0
2
-
1
8
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2
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2
5
-
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9/
3
0
/
2
0
2
5
03
-
1
5
-
2
0
2
4
DOOR SCHEDULE
*** NOTE: ALL DOORS = MAX. 1/2” THRESHOLD.
(EXIST. or NEW)
*** 1010.1.9.1 HARDWARE DOOR HANDLES, PULLS,
LATCHES, LOCKS & OTHER
OPERATING DEVICES ON DOORS REQUIRED
TO BE ACCESSIBLE BY CHAPTER 11A OR 11B
SHALL NOT REQUIRE TIGHT GRASPING,
TIGHT PINCHING OR TWISTING OF
THE WRIST TO OPERATE.
A
B
C
D
E
F
G
3 °/6 8 STEEL ENTRY DOORS, SELF CLOSER
W/SECURITY LOCK, PANIC BAR, KICK PLATES
3°/6 8 H.C. DOOR W/PANIC BAR/LEVER LOCK SELF CLOSER
3°/6 8 SOLID CORE TIMELY,METAL TIMELY DOOR
FRAME LEVER HANDLE AT 40” ABOVE FINISH
H.C. DOOR W/LEVER LOCK SELF CLOSER
10 °/10 ° METAL ROLL UP DOOR
3 3/6 8 FREEZER DOOR W/SAFETY LATCH
DIVERSIFIED PANEL DPSL504DOOR (SEE “A5.3 - 8”)
EXIST
EXIST
EXIST
EXIST
NEW
NEW
4
A5.3
2
A5.3
5
A5.3
1
A1
3
A5.3
2
A5.3
5
A5.3
2
A5.3
5
A5.3
2
A5.3
5
A5.3
PP-LB
E0.2
NEMA 3R112 KVAXFMR
200amp - 480vDISCONNECTFor 112v KVA
MAIN BREAKER400ampWith distribution122/208
200amp Panel122/208
100amp - 480v - 3 PHASEDISCONNECT
18
”
EX
I
T
NEW 6” PANEL WALL
2
A5.3
5
A5.3
1
A5.4
2
A5.4
3
A5.4
1
A1
3201 S Halladay St
5/5/2025
SHEET NUMBERA5.1EXISTING - 2ND FLOOR & DEMO PLAN
SH
E
E
T
T
I
T
L
E
SI
T
E
L
O
C
A
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2
N
D
F
L
O
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R
&
D
E
M
O
P
L
A
N
SCALE: 1/4” = 1’
1ST FLOOR
BELOW
STORAGE/WAREHOUNSE
80’-08”
25
’
-
0
8
”
3
6
”
24
’
-
1
0
”
26
’
-
0
”
4’-06”
63
”
9’-00”9’-06”
4’
-
0
6
”
BATHROOMTO BECONVERTEDTO AN IT RM
WALL TOBE DEMO’D
DRYSTORAGE
UPPEROFFICE 1
DRYSTORAGE 2
EXIST WALL(S)
TO BE DEMO’D
LEGEND
EXIST WALL
D
A
V
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G
A
M
B
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A
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32
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HANDRAIL
UP
D
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2
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2
4
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WALL TOBE DEMO’D
3201 S Halladay St
5/5/2025
SHEET NUMBERA5.2PROPOSED - 2ND FLOOR
SH
E
E
T
T
I
T
L
E
SI
T
E
L
O
C
A
T
I
O
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BU
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P
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O
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S
E
D
2
N
D
F
L
O
O
R
SCALE: 1/4” = 1’
1ST FLOOR
BELOW
STORAGE
ROOM
FLOWER ROOM #4
80’-08”
25
’
-
0
8
”
24
’
-
1
0
”
36
”
8’
26
’
-
0
”
4
8
”
48
”
48
”
4
8
”
6
0
”
3
6
”
C
L
E
A
R
36
”
C
L
E
A
R
12’AIR IN THRU HEPA WITH DAMPER
60”CLEAR12”
48” BENCHES
48” BENCHES
ROOF
ACCESS
MOVED TO
OFFICE-2
48” BENCHES
48” BENCHES
60” BENCHES
HANDRAIL
12” S-VENTUP THRU ROOF
NEW METAL
4x STUD WALL
LEGEND
EXIST WALL
D
A
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9
2
7
0
5
24” X 36”MECHANICAL AREAACCESS PANEL
1ST FLOOR
BELOW
4’-06”
63
”
9’-0”9’-06”
5’
-
0
”
4’
CLEAR
SECURITY &I.T. ROOM
25’-04”52’-07”
36”CLEAR
36”CLEAR
DOOR SCHEDULE
*** NOTE: ALL DOORS = MA X. 1/2” THRESHOLD.
(EXIST. or NEW)
*** 1010.1.9.1 HARDW A RE DOOR HANDLES, PU L LS,
L ATCHES, LOCKS & OTHER
OPERAT I N G DEVICES O N DOORS REQUIRE D
TO BE A CCES SIBLE BY CHA PTE R 11A OR 11B
SHA LL NOT REQUIRE TIGHT GRASP ING,
T I GHT PIN CHI NG OR TWISTIN G OF
THE WRI ST TO OPERATE.
A
B
C
D
E
3°/6 8 H.C. DOOR W/L EVER LOCK SEL F C LO SER
EXIST
EXIST
NEW
3°/6 8 S.C. SECURITY DOOR W/L EVER LOCK SEL F C LO SER & PANIC BAR
UP
D
A
T
E
D
1
1
/
2
2
/
2
0
2
4
-
D
R
G
PP-HPC
E0.3
PP-LPC
E0.3
NEW
ROOF
ACCESS
9
o
r
1
2
SW
3
1
SW
3
9/
3
0
/
2
0
2
5
03
-
1
5
-
2
0
2
4
NEW 6”
PRE-FAB
PANEL WALL
NEW 6”
PRE-FAB
PANEL WALL
4’
-
0
6
”
3°/6 8 SOLID CORE TIMELY,METAL TIMELY DOOR
FRAME LEVER HANDLE AT 40” ABOVE FINISH
UP
D
A
T
E
D
0
3
/
1
1
/
2
0
2
5
-
D
R
G
2
A5.3
5
A5.3
3201 S Halladay St
5/5/2025
FRONT ELEVATION
CHECKED BY:TITLE
DATE:
SCALE:
DRAWN BY:
APPROVED BY:
REVISIONS:
JOB NAME:
DPS DOOR
OXNARD, CA
DPS DOOR
LTR:DATE:BY:SUBJECT:
DPSL504DOOR
NTS
E.E.S.04-20-23
P.M.D.P.S.
NOTES:
1.DOOR PANEL - POLYURETHANE INSULATED
R32 @ 20°F 4" INSULATED
R48 @ 20°F 6" INSULATED
A.COOLER DOOR 4" STANDARD
B.FREEZER DOOR 4" STANDARD
C.FREEZER DOOR 6" OPTIONAL
2.SILL TYPE:
A.FLUSH SILL
B.HIGH SILL
3.HEATER LOCATION FOR FREEZER DOORS
A.FLUSH SILL -
3 SIDES OF FRAME AND BOTTOM OF DOOR. (STANDARD)
3 SIDES OF FRAME AND CHANNEL SILL. (OPTIONAL)
4.DOOR, FRONT AND BACK, TO BE #26 GA. GALVANIZED STUCCO PATTERN
EMBOSSED STEEL WITH BAKED-ON WHITE ENAMEL FINISH, AS STANDARD.
5.CASING CONSTRUCTION
PLYWOOD METAL CLAD (1 1/2" X 5 1/2")
6.DOOR HINGES (CAN-LIFT)
A.CORROSION PROTECTED FINISH (STANDARD)
B.CHROME PLATED FINISH (OPTIONAL)
7.DOOR LATCH
A.CORROSION PROTECTED FINISH (STANDARD)
B.CHROME PLATED FINISH (OPTIONAL)
8.40" DIAMOND PLATE STANDARD WITH ALL DOORS
SHEET NUMBERA5.3
PANEL WALLDETAILS
SH
E
E
T
T
I
T
L
E
SI
T
E
L
O
C
A
T
I
O
N
BU
S
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N
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S
S
:
B
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S
S
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A
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L
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D
A
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S
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L
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B
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a
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,
C
A
9
0
8
1
3
71
4
-
5
9
7
-
5
5
6
0
Si
g
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e
d
:
0
3
/
0
5
/
2
0
2
4
DA
T
E
:
1
1
/
0
5
/
2
0
2
4
SC
A
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E
:
A
S
N
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T
E
D
JO
B
#
:
DR
A
W
N
B
Y
:
D
R
G
UP
D
A
T
E
D
:
D
R
G
0
3
/
1
0
/
2
0
2
5
UP
D
A
T
E
D
:
D
R
G
0
3
/
1
1
/
2
0
2
5
Sn
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32
0
1
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.
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8
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(
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4
S L I P L O C K P A N E L
D ESC RI P T I O N
A versatile insulated building panel with a tongue and
groove joining system roll-formed along the edge.
R E C O M M E N D E D U S E S
Agricultural, Cold-rooms,Clean-rooms, Caravan Annexes,Roofs, Partitioning, Portable Buildings.
S PEC I F I C A T I O N S
W i d t h :45-3/4”
T h i c kn e s s : 2”– 12”
L en g t h : To Order.
S k i n : 26 Gauge G-90 hot dipped galvanized (ASTM 446) with Epoxy
Primer and acrylic polyester topcoat over a properly cleaned and pretreated substrate.24 gauge available upon request.
C o l o r : USDA White. Custom colors and finishes available upon
request.
C o r e : Minimum 1.0 Lb. Per cubic foot density expanded polystyrene
(ASTM C578) CFC free. Fire retardant added. Extruded polystyrene and isocyanurate available upon request.
T h er m a l p r o p er t i e s : EPS at a mean temperature of 25 F,
R-value 4.35 per inch. EPS at a mean temperature of 40 F, R-value 4.17per inch.
W e i g h t : 2”- 1.99, 3”- 2.05, 4”- 2.15, 5”- 2.24, 6”- 2.37, 7”- 2.40,
8”- 2.49, 9”- 2.57, 10”- 2.65, 11”- 2.73, 12”- 2.81.
A d h es i v e : Polyurethane, CFC free.
F l a m m a b i l it y P r o pe r t i e s o f 5 0 0 S e r i e s
P a n e l s :
ASTM E84-95 Flame Spread Index = 5.ASTM E84-95 Smoke Development Index = 80.
Based on 4” Thick.ASTM tests are used solely to measure and describe properties in response to heat and flame under controlled laboratory conditions. Flame
spread and smoke development ratings derived are not intended to reflect hazards under actual fire conditions. Values are reported by Omega Point Laboratories Report No. 15600-100475.
S p a n C h a r t : See other side.
S u r f a c e F i n i s h : Plain or ribbed.
V a r i a t i o n: Most of the above specifications can be altered to suit
particular applications. Common variations include color, core type or density and skin material.
45-3/4”
Net Coverage
DPS SERIES 500
INSULATED
PANEL
2"x4-5/8"x2" 16GA.
TRACK #14 SCREWS
12" O.C.
BUTYL UNDER TRACK
TO FLOOR
SILICONE ON WARM SIDE OF
TRACK (INSIDE TRACK )
(E)FINISH CONCRETE
FLOOR LEVEL
PROVIDE 2-3/8" KH-EZ
CARBON STEEL) EMBED.=
2-1/2" MIN. SPACING=6" MIN.
(MAX. 23" O.C.) OR
EQUIVALENT
CONC. EDGE DIST. =6" ICC-
ESR-3027
PANEL
WALL TO SLAB
CONTINUOUS BEAD OF
SEALANT, WARM SIDE DPS SERIES 500
WALL/CEILING PANEL
CONTINUOUS 26 GA
OUTSIDE TRIM
#14 x 3/4" HH TEK
@ 12" O.C. (MAX.)
TYPICAL 2" x 2" x 26 GA.
CONTINUOUS INSIDE
CORNER TRIM
#14 x 3/4" HH TEK
@ 12" O.C. (MAX.)
TYPICAL
DPS SERIES 500
WALL PANEL
WALL TO CEILING CORNER DETAIL
WALL
THREADED ROD CONNECTIONTO ROOF BY OTHERS.THREADED ROD DESIGN FORGRAVITY LOAD ONLY.
3 /8" x ALL THREADED ROD 1 PER CEIL. PANEL @ ROOF PANEL MID SPAN
NUT & WASHERS
BUTYL
26 GA. GALV. CHANNEL CAP.
(FASTENERS AS REQ'D.)
2" FENDER WASHER
NOTE: ATTACHMENT OF
THREADED RODS TO EXISTING
ROOF STRUCTURE BY OTHERS.
DPS CEILING CHANNEL W/
1"x2"x6"x2"x1" 14 GA.
CHANNEL
6"
2 2
1"1"
14 GA. CHANNEL
2-#14 x 1" SCREWS
@ 23" O.C. TYP
DPS CEILING PANEL
4" 26GA CONT FLAT BATTEN
WITH #14 @ 12" O.C.
SUSPENDED CEILING
#14x3/4" HH TEK
@ 12" O.C. (MAX.)
TYP
V.
I
.
F
.
12
"
T
H
K
WA
L
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P
A
N
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L
CONTINUOUS 26GA.
FLAT BATTEN
(4" WIDE MIN.)
#14x3/4" HH TEK
@ 12" O.C. (MAX.)
TYP
2"x2"x26ga.
CONTINUOUS
INSIDE TRIM
(TYP.)
CEILING PANEL TO CEILING PANEL
WALL
2x2x 2 6GA CONT. ANGLE
#14 TEK SCREW
1/4" TAPCON =1-1/2" MIN
SPACING=12" EDGE DIST.
CONC RETE WALL
CONCRETE WALL TO CEILING PANEL
2"x2"x26ga
CONTINUOUS
INSIDE TRIM
(TYP.)
DPS SERIES
500 PANEL
CONTINUOUS BEAD
0 F BUTYL SEA LANT WARM SIDE
WALL OR CEILING PANEL
DPS SERIES 500
2" x 2" x 2 6 GA.
INSIDE CORNER TRIM W/ #8 x 1/2" SCREWS
FIELD CUT
THERMAL BREAK
DPS SERIES 500
PARTITION PANEL
PARTITION CORNER DETAIL
#8 X 1/2"
H.H. TEK SCREW
FEILD CUT-
THERMAL BREAK
CONTINUOUS BEAD OF SEALANT WARM SIDE
BARRIER
2" x _" x 2" 26 GA.
"Z" FLASHING
DPS SERIES 500 PANEL
2" x 2" 26 GA. INSIDE CORNER TRIM
DPS SERIES 500 PANEL THICKNESS CHANGE DETAIL
1
2
3
4
5
6DOOR8
7
BACK CASING
6"WALL LINE
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RELEASE LATCH
FRAME DRILLED
BY INSTALLER
AT JOB SITE
120 VOLTS A.C. POWER
SUPPLY FOR FREEZER DOOR
LEFT HAND SWING SHOWN - RIGHT HAND OPPOSITE
FREEZER DOOR SHOWN - COOLER DOOR SIMILAR VERTICAL SECTION
(FLUSH SILL)
WALL LINE
VAPOR SEAL W/
CAULKING
ADJUSTABLE
STRIKE
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DOOR SWING
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6"WIDTH IN CLEAR
PLUS 2"
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CASING
HORIZONTAL SECTION
SI
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1-1/2"
CAM-LIFT
HINGE
DIAMOND PLATE
KICK PLATE
3'
-
6
"
3201 S Halladay St
5/5/2025
SHEET NUMBERA5.4
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Ho m e > A ll Pro d u c ts > W a re h o u s e Eq u ip m e n t / Su p p lie s > Sa fe t y Gu ards / B a rrie rs > Guard R a ils
Pro te ct y o u r w a re h o u se , o ffice w a lk w a y s, c o n v e y o rs o r e le c tric a l e q u ip m e n t. A m a n 's c h o ic e .
To u g h , to u g h s te e l g u a rd ra ils .
Po w d e r-co a te d O SHA y e llo w .
M o u n tin g h a rd w a re in cl u d e d w ith p o sts .
B o lt-O n G u a rd R a ils - D e sig n e d fo r
p e rm a n e n t in s ta lla tio n .
Lift-O u t G u a rd R a ils - R e m o v a b le fo r e a sy
a cce ss . D ro p -in p o s t b ra ck e ts in cl u d e d .
2 -R ib G u a rd R a ils - Pre v e n ts a 1 0 ,0 0 0 lb . fo rk lift
lo a d fro m b re a k in g th ro u g h a t 4 m p h . 1 2 -
g a u g e ste e l.
3 -R ib G u a rd R a ils - Pre v e n ts a 1 2 ,0 0 0 lb . fo rk lift
lo a d fro m b re a k in g th ro u g h a t 4 m p h . 1 1 -
g a u g e ste e l.
Po s ts - 4 " s q u a re , 1 /4 " th ick ste e l p o sts s u p p o rt
s in g le , d o u b le o r trip le ra ils . W e ld e d to 5 /8 "
th ick ste e l b a se p la te s.
S e lf-C lo s in g G a te s - A llo w e m p lo y e e s e a s y
a cce ss to m a ch in e ry . Le ft o r rig h t-h a n d
o p e n in g .
G UA R D R A I LS
En la rg e & V id e o
ULI N E 1 -8 0 0 -2 9 5 -5 5 1 0
Pro d u c ts
M o re Ima g e s & V id e o
Pro te ct y o u r w a re h o u se , o ffice w a lk w a y s,
co n v e y o rs o r e le ct rica l e q u ip m e n t. A m a n 's
ch o ice .
Up to 1 2 ,0 0 0 lb . im p a ct ra tin g a t 4 m p h .
Po w d e r-co a te d O SHA y e llo w fo r m o re v isib ility .
W e ld e d to b a s e p la te s. 4 " sq u a re , 1 /4 " th ic k
p o sts . 5 /8 " th ick ste e l b a se p la te s.
Ha rd w a re in cl u d e d .
G u a rd R a ils so ld s e p a ra te ly .
SHIP S V IA M O TO R FR EIGH T
D o u b le G u a rd R a il P o s t - 4 3 "
M O D E L
N O .D E S CRI PTI O N HT.M O UN TI N G
P LA TE D I M .
W T.
(LB S.)
PRI CE EA CH I N STO CK
SHI PS TO D A Y14+
H-3 7 1 6 D o u b le R a il P o s t 4 3 "1 0 x 1 0 "6 1 $1 8 0 $1 7 0 1 A D D
M o re Ima g e s & V id e o
P ro te ct y o u r w a re h o u s e , o ffice w a lk w a y s ,
co n v e y o rs o r e le ct rica l e q u ip m e n t. A m a n 's
ch o ice .
R e m o v a b le fo r e a s y a cce s s . D ro p -in p o st
b ra ck e ts in cl u d e d .
1 2 -g a u g e s te e l g u a rd ra il.
Up to 1 0 ,0 0 0 lb . im p a ct ra tin g a t 4 m p h .
Po w d e r-co a te d O SHA y e llo w fo r m o re v is ib ility .
Po sts s o ld se p a ra te ly .
Sta n d a lo n e ra il le n g th is 4 " s h o rte r th a n liste d
SHIPS V IA M O TO R FR E IGH T
Lift-O u t G u a rd R a il - 2 -R ib , 8 ' x 1 2 "
M O DE L
N O .D ESCRI P TI O N HEI G H T A SSEM BLED
LE N G TH
W T.
(LBS.)
PRI CE EA CH I N STO CK
S H I P S TO D A Y14+
H-6 2 4 9 Lift-O u t
2 -R ib 1 2 "8 '7 1 $1 9 5 $1 8 5 1 A DD
ULINE BARRIER DETAILS
3201 S Halladay St
5/5/2025
SHEET NUMBER
A6
SH
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1ST FLOOR
ELECTRICAL
SCALE: 1/4” = 1’ROLL-UPDOOR
HALLWAY
HALLWAY
2ND FLOOR
LANDING
TRIM &
CURE ROOM
PRODUCT
STORAGE
ELECTRICAL
ROOM
R/O WATER
ROOM &
NUTRIENTS
ENTRY
CHEK-IN
LOBBY
VEG ROOM
FLOWER ROOM #3 FLOWER ROOM #2
FLOWER ROOM #1
CLARIFIERTANKT.B.D.
N
E
W
6
”
P
A
N
E
L
W
A
L
L
100’-08”
8’-02”9’-0”8’-0”10’-0”10’-0”11’-0”39’-06”
8
0
’
-
0
8
”
3
0
’
-
0
”
3
0
’
-
0
”
1
8
’
-
0
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4
’
1
6
-
0
4
”
1
3
-
0
”
47
’
-
0
8
”
BATHRM 1
EMPLOYEE
LOUNGE
FRIDG
BATHRM 2
EX
I
T
EXIT
EX
I
T
12’-0” WASTE AREA
52”Dia350 Gal
52”Dia350 Gal 52”Dia350 Gal
87”Dia2,000 Gal 87”Dia2,000 Gal
FRESH AIR IN
HEPA W/DAMPER
12’ CEILING HEIGHT 12’ CEILING HEIGHT
12’ CEILING HEIGHT
12”CARBON FILTERBELOW CEILING
12’ CEILING HEIGHT
(N) 36”
DOOR
FOB
FOB
FOB
FOB
FOB
RECOVERYTANK
RO
S
Y
S
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M
S
RA
C
K
120GAL
FRESH AIR IN
12” DUCT
W/HEPA FILTER
& DAMPER
12”CARBONFILTERABOVECEILING
12”CARBONFILTERABOVECEILING
FRESH AIR IN
12” DUCT
W/HEPA FILTER
& DAMPER
LIGHTING
CLOCK/TIMER
75 KVA TRANSFORMER120-208VMOUNTED ON COPNCRETE WALLABOVE PANEL ROOM
EDISON
PULL BOX
MDS
1200 AmpMETER MAIN
408V / 3 PHASE
L E G E N D
- EXHAUST FAN W/LIGHT
HIGH EFFICIENCY LED LIGHT
ENERGY STAR COMPLIENT
- ILLUMINATED EXIT SIGNAGE
(See Notes)
DIRECT POWER SOURCE
& BATTERY BACKUP.
- EXIST. CONC. WALL
- NEW PANEL WALL
- EXIST. WALL (MTL STUD)
- NEW WALL (MTL STUD)
- 48” LED STRIP LIGHTING
- 96” LED STRIP LIGHTING
- HIGH-BAY LED LIGHTING
- WALL-PACK - SECURITY
EXTERIOR LIGHTING
(14,500 LUMENS/150W)
- WALL MOUNTED LED LIGHT
- SURFACE MOUNTED LED LIGHT
- RECESED L.E.D. LIGHTING
- OUTLET G.F.C.I. (GROUND FAULT
CIRCUIT INTERUPTOR,
TAMPER PROOF [CEC 210.5])
- OUTLET G.F.C.I. - IN-FLOOR
(GROUND FAULT CIRCUIT
INTERUPTOR, TAMPER PROOF
[CEC 210.5])
- OUTLET G.F.I. (CONVENIENCE)
(GROUND FAULT INTERUPTOR,
TAMPER PROOF [CEC 210.5])
- ELECTRICAL SWITCH, WITH...
OCCUPANCY SENSOR
- ELECTRICAL SWITCH - 3-WAY
- ELECTRICAL SWITCH - 4-WAY
- ELECTRICAL, PANEL
- ELECTRICAL, TRANSFORMER
DOOR ACCESS CONTROL
- ELECTRICAL SWITCH
- OUTLET G.F.C.I. - 60” ABOVE F.F.,
(GROUND FAULT INTERUPTOR,
TAMPER PROOF [CEC 210.5])
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PP-LB
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PP-HPB
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100amp - 480v - 3 PHASEDISCONNECT
NE
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A
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11
2
K
V
A
XF
M
R
200amp - 480vDISCONNECTFor 112v KVA
MAIN BREAKER400ampWith distribution122/208
200ampPanel122/208
3201 S Halladay St
5/5/2025
24” X 36”MECHANICAL AREAACCESS PANEL
63
”
9’-06”
SHEET NUMBER
A7.22ND FLOOR ELECTRICAL 2.0
SH
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SCALE: 1/4” = 1’
1ST FLOOR
BELOW
DRY STORAGEROOM FLOWER ROOM #4
80’-08”
25
’
-
0
8
”
24
’
-
1
0
”
5’
-
0
”
26
’
-
0
”
12’AIR IN THRU HEPA WITH DAMPER
NEW 2ND FLRLANDING
HANDRAIL
12” S-VENTUP THRU ROOF
SECURITY& IT ROOM
L E G E N D
- ILLUMINATED EXIT SIGNAGE
(See Notes)
DIRECT POWER SOURCE
& BATTERY BACKUP.
- EXIST. CONC. WALL
- NEW PANEL WALL
- EXIST. WALL (MTL STUD)
- NEW WALL (MTL STUD)
- 48” LED STRIP LIGHTING
- 96” LED STRIP LIGHTING
- WALL MOUNTED LED LIGHT
- OUTLET G.F.I. (CONVENIENCE)
(GROUND FAULT INTERUPTOR,
TAMPER PROOF [CEC 210.5])
- ELECTRICAL SWITCH - 3-WAY
- ELECTRICAL SWITCH
- HIGH-BAY LED LIGHTING
D
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EX
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FOB
FOB
4’-06”
9’-0”
4’
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6
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25’-04”52’-07”
3201 S Halladay St
5/5/2025
SHEET NUMBER
A8.2
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LOBBY
VEG ROOM
FLOWER ROOM #3
LIGHTS 1
FLOWER ROOM #2
FLOWER ROOM #1
FLOWER ROOM #1: 60 LIGHTS
FLOWER ROOM #2: 60 LIGHTS
FLOWER ROOM #3: 21 LIGHTS
- LOWER BANK 21 LIGHTS
VEG ROOM: 44 LIGHTS
100’-08”
8
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BATHRM 1
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3201 S Halladay St
5/5/2025
4’-06”
63
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9’-0”9’-06”
4’
-
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24” X 36”MECHANICAL AREAACCESS PANEL
SHEET NUMBER
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- LIGHT CONTROLLER
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(GROUND FAULT INTERUPTOR,
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25’-04”52’-07”
3201 S Halladay St
5/5/2025
30” X 48”
CLR AREA
18
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10
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18”.
18
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18”.
65”.
SHEET NUMBER
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18”
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5/5/2025
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5ASECTION 11B-501 - ACCESSIBLE PARKING:
11B-502.1 - GENERAL Car and van parking spaces shall comply with Section 11B-502. Where parking spaces are marked with lines, width measurements of parking spaces and access aisles shall be made from the centerline of the markings. Exception: Where parking spaces or access aisles are not adjacent to another parking space or access aisle, measurements shall be permitted to include the full widthof the line defining the parking space or access aisle. *NOTE: In parking facilities that do not serve a particular building, accessible parking shall be located on the short-est possible route of travel to an accessible pedestrian entrance of the parking facility. In buildings with multiple accessible entrances with adjacent parking, accessible parking spaces shall be dispersed and located closest to the accessible entrances. Table 11-208.2 establishes the number of spaces required.
11B-502.2. Vehicle Space(s) Car and van parking spaces shall be 216 inches (5486 mm) long minimum. Car parking spaces shall be 108 inches (2743 mm) wide minimum and van parking spaces shall be 144 inches (3658 mm) wide minimum, shall be marked to define the width, and shall have an adjacent access aisle complying with Section 11B-502.3. Exception: Van parking spaces shall be permitted to be 108 inches (2743 mm) wide minimum where the access a isle is 96 inches (2438 mm) wide minimum.
11B-208 Parking. Where parking spaces are provided, parking spaces shall be provided in accordance with Section 11B-208. For the purposes of this section, electric vehicle charging stations are not parking spaces; see Section 11B-228.Exception: Parking spaces used exclusively for buses, trucks, other delivery vehicles, or vehicular impoundshall not be required to comply with Section 11B-208 provided that lots accessed by the public are provided with a passenger loading zone complying with Section 11B-503. 11B-208.2 Minimum number. Parking spaces complying with Section 11B-502 shall be provided in accordance with Table 11B-208.2 except as required by Sections 11B-208.2.1, 11B-208.2.2, and 11B-208.2.3. Where more than one parking facility is provided on a site, the number of accessible spaces provided on the site shall be calculated according to the number of spaces required for each parking facility.
11B-403.3. Slope. The running slope of walking surfaces shall not be steeper than 1:20. The cross slope of walking surfaces shall not be steeper than 1:48.Exception: The running slope of sidewalks shall not exceed the general grade established for the adjacent street or highway.
11B-502.6 Identification Parking space identification signs shall include the International Symbol of Accessibility complying with Section 11B-703.7.2.1 in white on a blue background. Signs identifying van parking spaces shall contain addi-tional language or an additional sign with the designa-tion “van accessible”. Signs shall be 60 inches (1524 mm) minimum above the finish floor or ground surface measured to the bottom of the sign. 1. Outpatient units and facilities. Ten percent of the total number of parking spaces provided shall serve each such outpatient unit or facility. 2. Units and facilities that specialize in treatment or services for persons with mobility impairments. Twenty percent of the total number of parking spaces provided shall serve such unit or facility.
11B-502.2 Vehicle spaces. Car and van parking spaces shall be 216 inches (5486 mm) long minimum. Car parking spaces shall be 108 inches (2743 mm) wide minimum and van parking spaces shall be 144 inches (3658 mm) wide minimum, shall be marked to define the width, and shall have an adjacent access aisle complying with Section 11B-502.3. Exception: Van parking spaces shall be permitted to be 108 inches (2743 mm) wide minimum where the access aisle is 96 inches (2438 mm) wide minimum. 11B-502.3 Access aisle. Access aisles serving parking spaces shall comply with Section 11B-502.3. Access aisles shall adjoin an accessible route. Two parking spaces shall be permit-ted to share a common access aisle.
11B-502.3.2 Length. Access aisles shall extend the full required length of the parking spaces they serve.
11B-502.3.3 Marking. Access aisles shall be marked with a blue painted borderline around their perimeter. The area within the blue borderlines shall be marked with hatched lines a maximum of 36 inches (914 mm) on center in a color contrasting with that of the aisle surface, preferably blue or white. The words "NO PARKING" shall be painted on the surface within each access aisle in white letters a minimum of 12 inches (305 mm) in height and located to be visible from the adjacent vehicular way. Access aisle markings may extend beyond the mini -mum required length.
11B-502.6 Identification. Parking space identification signs shall include the International Symbol of Accessibility complying with Section 11B-703.7.2.1 in white on a blue background. Signs identifying van parking spaces shall contain addi-tional language or an additional sign with the designa-tion “van accessible”. Signs shall be 60 inches (1524 mm) minimum above the finish floor or ground surface measured to the bottom of the sign..
11B-502.6.2 Minimum fine. Additional language or an additional sign below the International Symbol of Accessibility shall state “Mini-mum Fine $250”.
11B-502signage 11B-502
80” OR 60” IFINSTALLEDON WALL
FIGURE 11B-503.3 ACCESS AISLE AT PASSENGER LOADING ZONES
FIGURE 11B-502 PARKING
PEDESTRIAN ROUTE70 SQ INCHEACCESSIBILITY
FOR DETECTABLEWARNINGREQUIREMEMNTSAT CURB RAMPSSEE SECTION11B-247
NOTE: THE LOADING ANDUNLOADING ACCESS AISLLESHALL BE MARKED BY A BORDER PAINTED BLUE. WITHIN THE BLUE BORDERHATCHED LINES A MAXIMUMOF 36 INCHES ON CENTERSHALL BE PAINTED A COLOR CONTRASTING WITH THEPARKING SURFACE.PREFERABLY BLUE OR WHITE.
WITHIN THEACCESSIBLEPARKING STALLPAINT THE WORDS“NO PARKING” IN12” HIGHLETTERS MIN.
WITHIN THEACCESSIBLEPARKING STALLPAINT THE WORDS“NO PARKING” IN12” HIGHLETTERS MIN.
5’-0” MIN. AT TYP.ACCESSIBLEPARKING STALL.8’-0” MIN. AT VANACCESSIBLEPARKING STALL
WHEEL STOP WHEEL STOP
TYPPAVEMENTUNIVERSALSYMBOLPER SEC
TYPPAVEMENTSYMBOLPER SEC.1129B.4
STRIPES AT36” ONCENTER
STRIPES AT36” ONCENTER
NOPARKING
PEDESTRIAN ROUTE
60
”
M
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3’
-
0
”
VANACCESSIBLE
PARKING ONLYMINIMUM FINE $250
PARKING
ONLY
MINIMUM FINE $250
PARKING
ONLY
VAN ACCESSIBLE
UNAUTHORIZED VEHICLESPARKED IN DESIGNATEDACCESSIBLE SPACES NOTDISPLAYING DISTINGUISHINGPLACARDS OR SPECIALLICENSE PLATES ISSUED FORPERSONS WITH DISABILITIESWILL BE TOWED AWAY ATTHE OWNERS EXPENSE.TOWED VEHICLES MAY BERECLAIMED BY TELEPHONINGTHE _________ POLICEDEPARTMENT AT
(___) ___-____
CVC 22658a
MINIMUMFINE $250
70 SQ INCHEACCESSIBILITY
NOPARKING
BLUE
REFLECTORIZED SIGN
CONSTRUCTED OF
PORCELAIN STEEL WITH
BEADED TEXT OR EQUAL
NOTE: AREA OF SIGN TO
BE A MINIMUM OF 70 SQ.
INCHES. DESIGNATED
FOR “VAN ACCESSIBLE”
WHERE APPROPRIATE
STATEMENTREQUIREDBY ITEM 2OF SECTION VIIMAY BE COMBINEDWITH THIS SIGN
1/2” RADIUS WHITE
WHERE APPLIES
80” MIN. FOR
FREE STANDING
TO TOP OF WALKING SURFACE
SIGN INSTALLED AT EACH SPACE
60” MIN. FOR
WALL MOUNTED
VANACCESSIBLE
PARKING ONLYMINIMUM FINE $250
RUBBER BUMPER ON CHAIR
10” MIN.BOTTOM RAIL
DOOR
(a) 60 INCHES DIAMETER SPACE
MINIMUM CLEARWIDTH FOR A SINGLE WHEELCHAIR
MINIMUM CLEARWIDTH FOR TWO WH EELCHAIR
60”
12”
MIN.
12”
MIN.
36” MIN.
36” MIN.60” MIN.
32” MIN.
60
”
36
”
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O
U
S
P
O
I
N
T
60
”
M
I
N
.
THIS DIAGRAM ILLUSTRATES THE SPECIFIC REQUIREMENTSOF THESE REGULATIONS AND ARE INTENDED ONLY AS ANAID FOR BUILDING DESIGN AND CONSTRUCTION
PER 11B-404 DOORS
ACCESSIBILITYDETAILSFOR DOORS &MANEUVERINGSPACES
THIS DIAGRAM ILLUSTRATES THE SPECIFIC REQUIREMENTS OFTHESE REGULATIONS AND ARE INTENDED ONLY AS AN AID FORBUILDING DESIGN AND CONSTRUCTION
FIGURE 11B-304WHEELCHAIR TURNING SPACE
CURB RAMPS
UP UP
SIDE ELEVATION11B-606
PLAN VIEW
NOTE: if a minimum of 9 inches height of toe clearance is provided, a maximum of 6 inches of the 48 inches of clear floor space required at the fixture may extend into the toe space
25” MAX.17” MIN.
48” MIN.
17” MIN.
18
”
M
I
N
.
TO
C
E
N
T
E
R
L
I
N
E
30
”
M
I
N
.
19” MAX.
9
”
M
A
X
.
27
”
M
A
X
.
29
”
M
A
X
.
34
”
M
A
X
.
40
”
M
A
X
.
6” MAX.8” MIN.
KNEE CLEARANCE TOE CLEARANCE
NOTE: HOT WATER AND DRAIN PIPES UNDER LAVATORY SHALL BE INSULATED.
CLEAR
FLOOR
SPACE
SIGNS and IDENTIFICATION (PER SECTION 11B-703 SIGN, 2013 BUILDING CODE).
- INTERNATIONAL SYMBOL OF ACCESSIBILITY. The international symbol of accessibility shall consist of a white figure on a blue background and be the standard used to identify facilities that are accessible to and usable by physically disabled persons as set forth in standards and as specifically required in this section. Exception: Signs need not be provided for facilities within an adaptable dwelling unit or within an accessible patient or guest room.
- COLOR OF SYMBOL The symbol specified above shall consist of a white figure on a blue background. The blue color shall be equal to Color No. 15090 in Federal Standard 595B. Exception: The appropriate enforcement agency may approve signs and identification necessary to compliment decore or unique design when it is determined that such signs provide adequate directions to persons with disabilities.
- BRAILLE SYMBOLS Contracted Grade-2 braille shall be used wherever braille symbols are specifically required in other portions of those standards. Dots shall be 1/10 inch (2.54 mm) each cell with 2/10 inch (5.08 mm) space between cells. Dots shall be raised a minimum of 1/40 inch (0.635 mm) above the background.
- PROPORTIONS Letter and numbers on signs shall have a width-to-heigth ratio of between 3:5 and 1:1 and a stroke width-to-heigth ratio between 1:5 and 1:10.
- CHARACTER HEIGHT Characters and numbers on signs shall be sized according to the viewing distance from which they are to be read. The minimum height is measured using a sign where lowercase characters are permited. For signs suspended or projected above the finished floor in compliance with section 11B-703
- CONTRAST OF SYMBOL Characters and Symbols shall contrast with their background, either light characters on a dark background or
dark characters on a light background.
- RAISED CHARACTERS AND PICTORIAL SYMBOL SIGNS
Whan raised characters or symbols are used they shall conform to the following requirements: 1. Letter type - Letters and numbers on signs shall be raised 1/32 inch (.794 mm) min. and shall be sans-serif uppercase characters acompanied by Grade 2 Braille 2. Symbol size - Raised characters or symbols shall be a min. of 5/8 inch (15.9 mm) high. 3. Pictorial symbol signs (Pictograms) - Pictorial symbol signs (Pictograms), shall be accompanied by the equivalant verbal description placed directly below the pictogram. The border of the pictogram shall be a min. of 6 inches (162 mm) in height.
- ENTRANCE SIGNS
All building Entrances that are accessible to and usable by persons with disabilities shall be identified with at least one standardsign and with additional direction signs as required to be visible to persons along approaching pedestrian ways.
- INFORMATION POSTED
Buildings that have been remodeled to provide specific sanitary facilities and/or elevators for public use that conform to thosebuildings standards shall have signs posted in the buildings lobby, preferably part of the building directory.
- MOUNTING LOCATION AND HEIGHT
• Where permanent identification is provided for rooms and spaces, raised letters shall be provided and shall be accompanied by Braille in compliance with section 11B-703 • Signs shall be installed on the wall adjacent to the latch outside of the door. • Where there is no wall space on the latch side, including at double-leaf doors, signs shall be placed on the nearest adjacent wall, preferably on the right. • Mounting height shall be 60 inches (1524 mm) above the finished floor to the centerline of the sign. • Mounting location shall be determined so that a person may approach within 3 inches (76 mm) of signage without encountering pertruding objects or standing within the swing of a door.
- TRAFIC CONTROL DEVICES
Pole supported traffic control buttons shall be identified with color coding consisting of a textured horizontal yellow band 2 inches (51 mm) wide encircling the pole and a 1 inch wide (25 mm) darkborder band above and below the yellow band. Color coding should be placed immediately above the control button. Control buttons should be no higher than 48 inches (1219 mm) above the surface adjacent to the pole.
TACTILE EXIT SIGNS:
(Tactile Exit Signes Shall Be Required At The Following Locations.)
1 - Each grade level exterior door that is required shall be
identified with a Tactile Exit Sign with the word “EXIT.”
2. - Each exit door that leads directly to a grade-level
exterior exit by means of a stairway or ramp shall be identified
by a Tactile Exit Sign with the following words as appropriate...
3. - Each exit door that leads directly to a Grade-Level
exit by means of an exit enclosure that does not utilize a stair
or ramp passagway shall be identified by a Tactile Exit Sign with
the words “EXIT ROUTE”.
4. - Each exit door from an interior room or area shall be identified
by a Tactile Exit Sign with the words “EXIT ROUTE”.
5. - Each exit door through a horizontal exit shall be identified
by a Tactile Exit Sign with the words “TO EXIT”.
12
”
3/8” MIN.
TO 1/2” MAX.
3/8” MIN
TO 1/2” MAX.
12”
12”
1/4”
1/4”
SECTION
TACTILE RESTROOM SIGNAGE ANDCONTRASTING RESTROOM SYMBOLS
TACTILE EXIT ROUTE AND EXIT SIGNS
Signs with raised characters and braille shall be located 48 inches (1220 mm) minimum above the finish floor or ground surface,measured from the baseline of the lowest line of Braille and 60 inches (1525 mm) max. above the finish floor or ground surface,measured from the baseline of the highest line of raised characters. Mounting location shall be determined so that a person mayapproach within 3 inches (76 mm) of signage without encountering protruding objects or standing within the swing of a door.
NOTE: TACTILE SIGNS CORRESPONDING TO
GRADE II - BRAILLE COMPLIANCE
ACCESSIBLE SIGNAGE
AN ADULT SIZE WHEELCHAIRAVERAGES 27 INCHES IN WIDTH.THE REQUIRED 32 INCH CLEAROPENING ALLOWS 2-1/2 INCHESON EACH SIDE FOR HANDS
TWO CONDITIONS SHOWN BELOW OFTEN MAKESPATHS UNACCESSIBLE TO WHEELCHAIRS.
INADEQUATELY SECURED DROPMATS INTERFERE WITHWHEELCHAIR TRAFFIC
THRESHOLDSPER SECTION 303
DOOR MAT
1/2” MAX.
AT 1:2 SLOPE
1/4”
MAX.
2 1
COMPRESSED CARPET1/4” MAX. BELOWTHRESHOLD
FINISH FLOOR EVEN
THRESHOLD
12”LOCATE CLOSER ONRESTROOM SIDE OF DOOR ON DOORWAYS LEADING TOMEN’S SANITARY FACILITIES, ANEQUILATERAL TRIANGLE 1/4INCH THICK, 12 INCHES LONGAND A VERTEX POINTING UPWARDSHALL BE PROVIDED AND ONDOORS LEADING TO WOMEN’S SANITARY FACILITIES A CIRCLE1/4 INCH THICK AND 12 INCHESIN DIAMETER SHALL BE PROVIDED.THESE GEOMETRIC SYMBOLS SHALL BE CENTERED ON THE DOORAT A HEIGHT OF 60 INCHES ANDTHEIR COLOR AND CONTRASTSHALL BE DISTINCTLY DIFFERENTFROM THE COLOR AND CONTRASTOF THE DOOR.
DISABLESIGNAGE
3
’
-
2
”
5’
-
0
”
12
”12” KICKPLATES ONBOTH SIDES OF DOOR
HARDWARE LEVEL (TYP.)
11B-703 SIGNAGE
F.F.
BRAILLE SIGN
GRAB BAR SECTION
WALL
(3) 1/4” Dia. x 2”Long Lag Screws
2” XBlocking
1-1/4”TO1-1/2”NOMINALDIAMETER
1-1/2”
24
”
M
I
N
.
19” MIN.
33
”
M
I
N
36
”
M
A
X
33
”
M
I
N
36
”
M
A
X
42” MIN.
GRAB BAR
36” MIN.
GRAB BAR
ALL DISPENSERS40” MAX TOHIGHESTOPERABLE PART
SIDE WALL ELEVATION
54” MIN.
17”-19”
12” MAX
12” MIN
CL
7” - 9”
REAR WALL ELEVATION
REAR GRAB BARALLOWED AT 36” A.F.F.AT TANK-TYPE TOILET
TRANSFERSIDE
17”-18”
FIGURE 11B-213.3
CLEAR OPENINGS FOR TWO FRONT DOORS MUST BE BETWEEN EITHER DOOR IN IT’S 90 DEGREE OPEN POSITION AND THE ANGLE OF THE OTHER DOOR.
32” CLR
90°
double door
TOP OFGRABBAR
11B-406.3 - PARALLEL CURB RAMPS. PARALLEL CURB RAMPS SHALL COMPLY WITH SECTIONS 11B-406.3 AND 11B-406.5
11B-406.3.1 - SLOPE. THE RUNNING SLOPE OF THE CURB RAMP SEGMENTS SHALL BE IN-LINE WITH THE DIRECTION OF THE SIDEWALK TRAVEL. RAMP RUNS SHALL HAVE A RUNNING SLOPE NOT STEEPER THAN 1:12.
11B-406.3.2 - TURNING SPACE. A TURNING SPACE 48 INCHES (1219 mm) MINIMUM BY 48 INCHES (1219 mm) SHALL BE PROVIDED AT THE BOTTOM OF THE CURB RAMP. THE SLOPE OF THE TURNING SPACE IN ALL DIRECTIONS SHALL BE 1:48 MAXIMUM.
11B-406.5 - COMMON REQUIREMENTS. CURB RAMPS AND BLENDED TRANSITIONS SHALL COMPLY WITH SECTION 11B-406.5.
11B-406.5.1 - LOCATION. CURB RAMPS AND THE FLARED SIDES OF CURB RAMPS SHALL BE LOCATED SO THAT THEY DO NOT PROJECT INTO VEHICULAR TRAFFIC LANES, PARKING SPACES OR PARKING ACCESS ISLES. CURB RAMPS AT MARKED CROSSINGS SHALL BE WHOLLY CONTAINED WITHIN THE MARKINGS, EXCLUDING ANY FLARED SIDES.
11B-406.5.2 - WIDTH. A TURNING SPACE 48 INCHES (1219 mm) MINIMUM BY 48 INCHES (1219 mm) SHALL BE PROVIDED AT THE BOTTOM OF THE CURB RAMP. THE SLOPE OF THE TURNING SPACE IN ALL DIRECTIONS SHALL BE 1:48 MAXIMUM. EXCEPTION: DIAGONAL CURP RAMPS SHALL COMPLY WITH SECTION 11B-406-5.9
11B-406.5.3 - LANDINGS. LANDINGS SHALL BE PROVIDED AT THE TOPS OF CURB RAMPS & BLENDED TRANSITIONS. THE LANDING CLEAR LENGTH SHALL BE 48 INCHES (1219 mm) MINIMUM. THE LANDING CLEAR WIDTH SHALL BE AT LEAST AS WIDE AS THE CURB RAMP, EXCLUDING ANY FLARED SIDES, OR THE BLENDED TRANSITION LEADING TO THE LANDING. THE SLOPE OF THE LANDING IN ALL DIRECTIONS SHALL BE 1:48 MAX.
EXCEPTION: PARALLEL CURB RAMPS SHALL NOT BE REQUIRED TO COMPLY WITH SECTION 11B-406.5.3
11B-406.5.4 - FLOOR OR GROUND SURFACES. FLOOR OR GROUND SURFACES OF THE CURB RAMPS SHALL & BLENDED TRANSITIONS COMPLY WITH SECTION 11B-405-4
11B-406.5.5 - WET CONDITIONS. CURB RAMPS SHALL AND BLENDED TRANSITIONS COMPLY WITH SECTION 11B-405-10. 11B-406.5.6 - GRADE BREAKS. GRADE BREAKS AT THE TOP AND BOTTOM OF CURB RAMP RUNS SHALL BE PERPENDICULAR TO THE DIRECTION OF THE RAMP RUN. GRADE BREAKES SHALL NOT BE PERMITTED ON THE SURFACE OF RAMP RUNS AND TURNING SPACES. SURFACE SLOPES THAT MEET GRADE BREAKS SHALL BE FLUSH.
11B-406.5.7 - CROSS SLOPE. THE CROSS SLOPE OF CURB RAMPS AND BLENDED TRANSITIONS SHALL BE 1:48 MAX.
11B-406.5.7 - COUNTER SLOPE. COUUNTER SLOPES OF ADJOINING GUTTERS AND ROAD SURFACES IMMEDIATELY ADJACENT TO AND WITHIN 24 INCHES (610mm) OF THE CURB RAMP SHAL NOT BE STEEPER THAN 1:20. THE ADJACENT SURFACES AT TRANSITIONS AT CURB RAMPS TO WALKS, GUTTERS AND STREETS SHALL BE AT THE SAME LEVEL.
12”
12”
18”
144” MIN
VAN
8’ MIN 108” MIN
CAR
ADA
PARKING
SIGNAGE
WALKWAY
DECTECTABLEWARNING(SEE - 9A)
48” x 48”MINIMUMLANDING AREA
36
”
MI
N
.
CURB RAMP 36” MIN.
18
’
M
I
N
I
M
U
M
Figure 11B-705.1
Size and Spacing of
Truncated Domes
11B-705.1.1.3 Color and Contrast
Detectable warning surfaces at transit boarding platform edges, bus stops, hazardous vehicular areas, reflecting pools, and track crossings shall comply with Section 11B-705.1.1.3.1. Detectable warnings at other locations shall comply with either Section 11B-705.1.1.3.1 or Section 11B-705.1.1.3.2. The material used to provide visual contrast shall be an integral part of the surface.
11B -705.1.1.3.1 Detectable warning surfaces shall be yellow andapproximate FS 33538 of Federal Standard 595C.
11B -705.1.1.3.2 Detectable warning surfaces shall provide a 70 percent minimum visual contrast with adjacent walking surfaces.
30
”
WI
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.
27
”
HI
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H
M
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.
19”
DEEP
MIN.
ACCESSIBLE FIXED TABLE SEATING - CBC 11B-306
30” X 48”
CLR AREA
18
”
10
’
-
0
”
18”.
64”
18
”
18”.
65”
9’-0”
10
’
-
0
”
8’-0”
BATHRM 1 BATHRM 2
60” R 60” R
18”
Min.32”
Min. CLR 18”
Min.32”
Min. CLR 30” X 48”
CLR AREA
FLUSH ACTIVATORON WIDE SIDE
CENTERLINEOFFIXTURE
2
4
”
M
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.
1
2
”
M
A
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.
36
”
M
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60
”
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.
2
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”
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.
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”
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.
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”
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60
”
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.
MEZZANINESUPPORT POST
FLUSH ACTIVATORON WIDE SIDE
CENTERLINEOFFIXTURE
CENTERLINEOFFIXTURE
MEZZANINESUPPORT POST
CENTERLINEOFFIXTURE
SINGLE ACCOMMODATIONTOILET FACILITY
FIGURE 11B-604
60
”
MI
N
.
60
”
MI
N
.
Figure 11B-404.2.3Clear Width of Doorways
Figure 11B-404.2.3Clear Width of an Accessible Route
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9/
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3201 S Halladay St
5/5/2025
TRASH ENCLOSURE WALL
T R A S H E N C L O S U R E
PROP.BLOCK WALL FORTRASH ENCLOSURE9’-0” HI WITH ROOF/COVER
NEWCURB TO PROTECTNEW CMU BLOCK WALL
TRASH
DUMPSTER
36 deep, 83 wide, 54 high.
RAISED METAL ROOF
2% MIN SLOPE
FR
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(
9
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3'
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MIN.34"DIAMETER LATCH ROD
3" DEEP, MIN. 1" DIAMETER
*NOTE *TRASH DUMPSTERHEIGHT WITHOPEN LID = 84”
RECEIVER, FLUSH W/ GROUND
3" MIN.
SOLID METAL GATES, NO POST @ CENTER.
INSTALL LATCHES TO HOLD GATE IN OPEN POSITION
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7’-04”7’-04”
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1' - 0"
316" WELD
38" HILTI HY 200-A V3 + THREADED ROD 5.8
2' - 0" MIN.
#4 @ 9" O.C.
10
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#4 CONTINUOUS
SHEET NUMBER
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3201 S Halladay St
5/5/2025
316 " WELD
38 " HILTI HY 200-A V3 + THREADED ROD 5.8
ROOF FRAMING PLAN
FOUNDATION PLAN
1
A2
1
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HSS BEAM TO MASONRY ANCHOR
2.5"x2.5"x 316 " LEDGER ANGLE
ANCHORED TO WALL @ 24" O.C
10" SLAB#4 @ 9" O.C. TOP & BOTTOM.
HSS 4x4x 18 BEAM
@ 3'-0" O.C
3
16 " WELD 2.5"x2.5"x 316 " LEDGER ANGLE ANCHORED TO WALL
METAL DECK AS PER PLAN
38 " HILTI HY 200-A V3 + THREADED ROD 5.8 @ 16" O.C.
METAL DECK TO CMU CONNECTION
GROUT SOLID ALL CELLS
RECEIVING ANCHOR BOLTS, TYP.
HSS PER PLAN
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3201 S Halladay St
5/5/2025
S0.0
GENERAL NOTES
1 GENERAL
1.PERFORM CONSTRUCTION AND WORKMANSHIP IN COMPLIANCE WITH CONTRACT DOCUMENTS,2022 CALIFORNIA
BUILDING CODE (CBC)AS AMENDED BY CITY ORDINANCE,AND ANY OTHER GOVERNING AUTHORITY.
2.STRUCTURAL DRAWINGS,AS PART OF CONTRACT DOCUMENTS,INDICATE INFORMATION SUFFICIENT TO CONVEY
DESIGN INTENT.IF ERRORS,INCONSISTENCIES OR OMISSIONS ARE DISCOVERED,PROMPTLY NOTIFY STRUCTURAL
ENGINEER BEFORE PROCEEDING WITH WORK.
3.NO PORTION OF STRUCTURAL RELATED WORK,INCLUDING SHOP DRAWING DEVELOPMENT,SHALL BE PERFORMED
WITHOUT CONSIDERING REQUIREMENTS OF CONTRACT DOCUMENTS IN THEIR ENTIRETY.FOR EXAMPLE,REFER TO
MECHANICAL,PLUMBING AND ELECTRICAL DRAWINGS FOR SIZE AND LOCATION OF OPENINGS,PENETRATIONS AND
EMBEDMENTS FOR DUCTS,PIPING,VENTS,CONDUITS AND OTHER ITEMS TO BE INCORPORATED IN STRUCTURAL
WORK.
4.CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES BETWEEN THE STRUCTURAL
DOCUMENTS AND THE ARCHITECTURAL DOCUMENTS,OR WITH ANY OTHER DISCIPLINES.
5.CONTRACTOR SHALL CONSIDER THE STRUCTURAL DRAWINGS IN THEIR ENTIRETY,INCLUDING (BUT NOT LIMITED TO)
ANY NOTES,TYPICAL DETAILS,SPECIAL DETAILS,SCHEDULES,AND LEGENDS,AS THE CONTRACT DOCUMENT IN THEIR
WORK.
6.DETAILS AND SCHEDULES INDICATED AS “TYPICAL”MAY NOT BE SPECIFICALLY REFERENCED ON DRAWINGS.
DETERMINE WHERE EACH TYPICAL DETAIL OR SCHEDULE APPLIES BEFORE PROCEEDING WITH WORK.IF CONDITIONS
ARE FOUND WHICH ARE NOT SPECIFICALLY DETAILED AND NO TYPICAL DETAIL OR SCHEDULE APPLIES,PROMPTLY
NOTIFY STRUCTURAL ENGINEER.
7.CONTRACTOR SHALL REVIEW THE STRUCTURAL DOCUMENTS FOR COMPLETENESS AND FEASIBILITY BEFORE
COMMENCING CONSTRUCTION.
8.CONDITIONS SHOWN OR NOTED AS EXISTING ARE BASED ON BEST INFORMATION CURRENTLY AVAILABLE WHEN
DRAWINGS WERE PREPARED.NO WARRANTY IS IMPLIED AS TO ACCURACY OF THESE EXISTING CONDITIONS.
9.TAKE FIELD MEASUREMENTS AND VERIFY FIELD CONDITIONS AND COMPARE SUCH MEASUREMENTS AND CONDITIONS
WITH CONTRACT DOCUMENTS.IF ERRORS,INCONSISTENCIES OR OMISSIONS ARE DISCOVERED,PROMPTLY NOTIFY
STRUCTURAL ENGINEER BEFORE PROCEEDING WITH WORK.
10.CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE.UNLESS OTHERWISE SHOWN,THEY DO NOT
INDICATE METHOD OF CONSTRUCTION.PROVIDE CONSTRUCTION MEANS,METHODS,TECHNIQUES,SEQUENCES AND
PROCEDURES AS REQUIRED.PROVIDE ADEQUATE EXCAVATION PROCEDURES,SHORING,BRACING AND ERECTION
PROCEDURES COMPLYING WITH NATIONAL,STATE,AND LOCAL SAFETY ORDINANCES.
11.OBSERVATION VISITS TO SITE BY FIELD REPRESENTATIVES OF STRUCTURAL ENGINEER DO NOT INCLUDE INSPECTIONS
OF CONSTRUCTION MEANS AND METHODS.OBSERVATIONS PERFORMED BY STRUCTURAL ENGINEER DURING
CONSTRUCTION ARE NOT CONTINUOUS AND DETAILED INSPECTION SERVICES WHICH ARE PERFORMED BY OTHERS.
OBSERVATIONS PERFORMED BY STRUCTURAL ENGINEER ARE PERFORMED SOLELY FOR THE PURPOSED OF
DETERMINING IF CONTRACTOR UNDERSTANDS DESIGN INTENT CONVEYED IN CONTRACT DOCUMENTS.
OBSERVATIONS DO NOT GUARANTEE CONTRACTOR’S PERFORMANCE AND ARE NOT TO BE CONSTRUED AS
SUPERVISION OF CONSTRUCTION.
12.MODIFICATIONS OR SUBSTITUTION:DESIGN,MATERIALS,EQUIPMENT AND PRODUCTS OTHER THAN THOSE
INDICATED OR SPECIFIED MAY BE CONSIDERED FOR USE PROVIDED AWRITTEN REQUEST,SUBJECT TO REVIEW,BE
SUBMITTED TO OWNER,STRUCTURAL ENGINEER AND GOVERNING CODE AUTHORITY PRIOR TO ITS USE OR INCLUSION
ON ANY SHOP DRAWING.
13.BRACE PIPING AND DUCTS COMPLYING WITH LATEST EDITION OF “GUIDELINES FOR SEISMIC RESTRAINTS OF
MECHANICAL SYSTEMS”BY THE SHEET METAL AND AIR CONDITIONING CONTRACTORS NATIONAL ASSOCIATION.
14.THE CAD DRAWING FILES ARE THE PROPERTY OF THE STRUCTURAL ENGINEER AND WILL NOT BE RELEASED TO THE
CONTRACTOR OR SUBCONTRACTOR FOR THEIR USE.
1.1 DESIGN LOADS
WIND LOAD qz =. ... . . ... . . ... . ..23 PSF (ASCE 726.10-1)
EXPOSURE . ... . . . ... ..... . . ... ..C
BASIC WIND SPEED =.... . . ... . . ..95 MPH
DESIGN PRESSURE =. .. . . . . . . . ..33.4 PSF
RISK CAT &IMPOR TANCE FACTOR .II,1.0
2 ROUGH CARPENTRY
1.PROVIDE GRADE MARKED DOUGLAS FIR STRUCTURAL LUMBER OF THE FOLLOWING CLASSIFICATIONS COMPLYING
WITH WESTERN WOOD PRODUCTS ASSOCIATIONS (WWPA)GRADING SPECIFICATIONS,UNLESS NOTED OTHERWISE ON
PLANS:
.S.SSREBMITDNASTSOPSTSOPX6
JOISTS AND RAFTERS 2”–4”THK.;2”AND WIDER NO.2
4X BEAMS,HEADERS,AND STRINGERS 2”–4”THK.;2”AND WIDER NO.1
BEAMS,HEADERS,AND STRINGERS LARGER THAN 4X BEAMS AND STRINGERS NO.1
1.ONREDIWDNA”2;.KHT”4–”2STSOPX4
POSTS LARGER THAN 4X POSTS AND TIMBERS NO.1
2.ONEDIW”6–”4SETALPDNADUTSLLAW
EDARGDUTS-GNIKCOLB
ALL NEW FRAMING LUMBER SHALL HAVE 19%MAXIMUM MOISTURE CONTENT AT TIME OF INSTALLATION AND
FABRICATION.
2.USE DFPA GRADE STAMPED,TYPE STRUCTURAL I,OR CDX (24/0)(ROOF),PLYWOOD SHEATHING.15/32”AND 19/32”
THICK SHEATHING SHALL HAVE INDEX NO.32/16.23/32”SHEATHING SHALL HAVE INDEX NO.48/24 (FLOOR).
3.ROOF FRAMING,SHEATHING,AND NAILING SHALL BE INSPECTED PRIOR TO PLACING OF ROOFING MATERIALS.
4.ALL WOOD FRAMING MEMBERS INCLUDING BUT NOT LIMITED TO STUDS,BEAMS,PLATES,AND JOISTS,MAY BE
NOTCHED OR BORED ONLY IN ACCORDANCE WITH THE PRESCRIPTIVE PROVISIONS PROVIDED IN CBC 2022 CHAPTER
23.
5.PROVIDE METAL WASHERS FOR ALL BOLTS AND NUTS BEARING ON WOOD.
6.ALL BOLT HOLES IN WOOD MEMBERS SHALL BE AMINIMUM OF 1/32 INCH TO AMA XIMUM OF 1/16 INCH LARGER THAN
THE BOLT DIAMETER.PROVIDE A307 BOLTS,UNLESS NOTED OTHERWISE,WITH STANDARD CUT WASHER UNDER BOLT
HEAD AND NUT.PROVIDE STANDARD WASHERS UNDER HEADS OF LAG SCREWS.WOOD MEMBERS NOT MEETING THIS
CRITERIA SHALL BE REMOVED AND REPLACED BY THE CONTRACTOR AT ITS OWN EXPENSE.
7.LUMBER IN CONTACT WITH CONCRETE OR MASONRY SHALL BE REDWOOD OR APPROVED PRESSURE TREATED WOOD.
PROVIDE HOT DIPPED ZINC COATED GALVANIZED OR STAINLESS STEEL FASTENERS AND HARDWARE CONNECTORS AT
PRESSURE TREATED STRUCTURAL LUMBER.
8.ALL NAILS,UNLESS INDICATED OTHERWISE,ARE COMMON NAILS WITH DIMENSIONAL PROPERTIES COMPLYING WITH
CBC 2022 CHAPTER 23.
9.PROVIDE WOOD HARDWARE CONNECTORS AS MANUFACTURED BY SIMPSON STRONG-TIE COMPANY,INC.COMPLYING
WITH CURRENT ICC ESR AND LARR REPORTS,OR EQUIVALENT APPROVED EQUAL.
10.INDIVIDUAL SHEET OF SHEATHING SHALL NOT BE LESS THAN 2’-0”IN THEIR LEAST PLAN DIMENSION NOR LESS THAN
8 SQ.FT.IN AREA.
11.DO NOT SUSPEND CEILINGS,SOFFITS,SPRINKLERS,PIPING,MECHANICAL DUCTS,NOR ANY OTHER ELEMENT FROM
2X4 ROOF FRAMING UNLESS SPECIFICALLY DETAILED.
12.RE-TIGHTEN BOLTS PRIOR TO APPLICATION OF SHEATHING,PLASTER,ETC.
13.PROVIDE LATERAL SUPPORT FOR BEAMS,RAFTERS,AND JOISTS AS DESCRIBED IN CBC 2022 SECTION 23.
2.1 WOOD STUDS
1.TOP PLATE OF STUD WALLS SHALL BE 2 PIECES SAME WIDTH AS STUDS.SPLICE AS INDICATED.
2.PROVIDE STUD WALL BRACING IN COMPLIANCE WITH CBC 2022 SECTION 23 IN STUD WALLS NOT PLYWOOD SHEATHED.
3.PROVIDE FIRE BLOCKS IN COMPLIANCE WITH CBC 2022 SECTION 708.
4.NOTCH OR BORE HOLES IN WOOD STUDS IN COMPLIANCE WITH CBC 2022 SECTION 23.
5.PROVIDE DOUBLE JOISTS UNDER PARTITIONS WHICH ARE PARALLEL TO JOISTS AND PROVIDE SOLID FULL DEPTH
BLOCKING UNDER PARTITIONS WHICH ARE PERPENDICULAR TO JOISTS.
36
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SIGN DATE:
3/14/2023 12:28:21 PM
DATE: AS NOTED
SCALE: AS NOTED
DRAWN BY: NSE
CKD BY: DE
PROJECT# 202303004
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3201 S Halladay St
5/5/2025
(E)
RND
POST
(E)
RND
POST
(E)
RND
POST
(E) STEEL GIRDER
(E) STEEL GIRDER
(E) STEEL GIRDER
(E) 4x12
PURLINS, TYP
(E) 2x4 @ 24" OC RJ, TYP
19
' - 0"
2
S1.0
2
S1.0
2
S1.0
2
S1.0
SIM
SIM
(N) WOOD ROOF TOP SCREEN WALL, TYP
(E) CONC EXT WALL BLW, TYP
(3) 1x8 BOARD W / (2) SDS25300 EA END INTO POST
4x4 POST @ 8'-0" OC
ABU POST BASE W/ 1/2" DIA LAG SCREW INTO SLEEPER
4x8 FLAT SLEEPER W/ (2) ROWS 1/2" DIA x 6" LONG LAG SCREWS INTO (E) JOISTS BLW
REPAIR ROOFING/WATERPROOFING MEMBRANE AS REQ'D
(E) GIRDER
(E) RJ
(4) SDS25412
3x6 1H:1V DIAGONAL BRACE
A35 EA SIDE
4x12 FLAT SLEEPER W/ (2) ROWS 1/2" DIA x 6" LONG LAG SCREWS INTO (E) JOISTS BLW
(E) ROOFING AND SHEATHING
NOTE:
ALL WOOD MEMBERS ARE PT.
1. VERIFY ALL DIMENSIONS, ELEVATIONS, FINISH SURFACES, SLOPES, DRAINS, DEPRESSIONS, CURBS, ETC., WITH ARCHITECTURAL DRAWINGS PRIOR TO START OF CONSTRUCTION.2. FOR FINISH FLOOR ELEVATIONS, TOP OF WALL PLATE ELEVATIONS, AND ROOF ELEVATIONS, SEE ARCHITECTURAL DRAWINGS.3. AS-BUILT CONSTRUCTION, WHERE OCCURS, IS SHOWN FOR REFERENCE ONLY. CONTRACTOR SHALL FIELD VERIFY THE STRUCTURAL DRAWINGS AGAINST THE EXISTING CONDITION BEFORE START OF CONSTRUCTION. CONTRACTOR SHALL NOTIFY ARCHITECT/ENGINEER FOR ALL FIELD DISCREPANCIES AND CONFLICTS WITH THE EXISTING CONDITIONS.4. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL MEANS, METHODS, TECHNIQUES, PLANNING, ETC., REQUIRED TO EXECUTE THE INTENDED FINISHED CONSTRUCTION.5. CONTRACTOR SHALL EXERCISE CARE, CAUTION, AND PROVIDE PROTECTION AND AVOID DAMAGE TO THE PRIMARY STRUCTURAL ELEMENTS TO REMAIN.
NOTES:
S1.0
1/8" = 1'-0"1 ROOF FRAMING PLAN
1" = 1'-0"2 ROOF TOP SCREEN SECTION
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SIGN DATE:
3/14/2023 12:28:21 PM
DATE: AS NOTED
SCALE: AS NOTED
DRAWN BY: NSE
CKD BY: DE
PROJECT# 202303004
3201 S Halladay St
5/5/2025
6’-06”24’-09”
5’-0”
16’-7”24”Min
EXIT
12’ CEILING HEIGHT
FLOWER ROOM #3
(N)36”DOOR
(N)36”
DOOR
7’-03”
ENTRYCHEK-IN
FOB
HALLWAY
EMPLOYEELOUNGE BATHRM 1
(N)36”DOOR
BATHRM 2
OFFICE-6 PRODUCTSTORAGE
12’-0” WASTE AREA8’-02”9’-0”8’-0”10’-0”11’-0”
100’-08”
10’-0”39’-06”ROLL-UPDOOR
HALLWAY
LOBBY
21’-10”11’-0”5’-07”
FLOWER ROOM #112’ CEILING HEIGHT
NEW 6”PANELWALL
1’
NEW 6”PANELWALL
NEW 6”PANELWALL
EXIST5’x5’ LANDING
60” CLEAR
51’-0”NEW 6”PANELWALL
80
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8
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30
’
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0
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30
’
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EX
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16
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13
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8
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4’
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NEW 6” PANEL WALL
DET 3
SW 1
DET 2
SW 1
DET 2
SW 1
DE
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2
SW
1
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3
SW
1
13, 1
SW 3
9 or 12
SW 3
1
SW 3
LEGEND
EXIST WALL
NEW METALSTUD WALL
NEW 6”PRE-FABPANEL WALL
First floor walls
SHEET TITLE:
SHEET NUMBER:
PROFESSIONAL SEAL
PR
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AD
D
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CAD FILE:
DATE:
REVISION:
DATE:
REVISION:
DESIGNED BY:
DRAWN BY:
CHECKED BY:
ISSUE DATE:
SW1
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AG/ALG
MG/ALG
AE
XXX
XXX
XXX
XXX
PANEL
DPS SERIES 500
INSULATED
PANEL
2"x4-5/8"x2" 16GA.
TRACK #14 SCREWS
12" O.C.
BUTYL UNDER TRACK
TO FLOOR
SILICONE ON WARM SIDE OF
TRACK (INSIDE TRACK)
(E)FINISH CONCRETE
FLOOR LEVEL
PROVIDE 2-3/8" Ȼ KH-EZ
CARBON STEEL) EMBED.=
2-1/2" MIN. SPACING=6" MIN.
(MAX. 23" O.C.) OR
EQUIVALENT
CONC. EDGE DIST. =6" ICC-
ESR-3027
WALL TO SLAB
#14x3/4" HH TEK
@ 12" O.C. (MAX.)
TYP
CONTINUOUS 26GA.
FLAT BATTEN
(4" WIDE MIN.)
2"x2"x26ga.
CONTINUOUS
INSIDE TRIM
(TYP.)
#14x3/4" HH TEK
@ 12" O.C. (MAX.)
TYP
CEILING PANEL TO CEILING PANEL
WALL
12
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CONTINUOUS 26 GA
OUTSIDE TRIM DPS SERIES 500
WALL/CEILING PANEL
#14 x 3/4" HH TEK
@ 12" O.C. (MAX.)
TYPICAL 2" x 2" x 26 GA.
CONTINUOUS INSIDE
CORNER TRIM
#14 x 3/4" HH TEK
@ 12" O.C. (MAX.)
TYPICAL
DPS SERIES 500
WALL PANEL
WALL TO CEILING CORNER DETAIL
WALL
DET 1
DET 2
DET 3
TYP
3201 S Halladay St
5/5/2025
80
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0
8
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29
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7
”
48
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24’-10”5’-0”
26’-0”
5’
7’
LEGEND
EXIST WALL
NEW METALSTUD WALL
Second floor walls
SHEET TITLE:
SHEET NUMBER:
PROFESSIONAL SEAL
PR
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DATE:
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DATE:
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DESIGNED BY:
DRAWN BY:
CHECKED BY:
ISSUE DATE:
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AG/ALG
MG/ALG
AE
XXX
XXX
XXX
XXX
9 or 12
SW 3
1
SW 3
3201 S Halladay St
5/5/2025
10
9
JOIST
JOIST
BLOCKING WOOD SCREWS JOIST WOOD SCREWS
12
ROLOF SYSTEM ROLOF SYSTEM
Guide holes arranged
for bridging connection
10
Guide holes arranged
for bridging connection
11
13
ROOF
ROOF
ROOF
Quantity / Order Information
Part No.Length Qty / Bucket Lbs / Bucket
MB350 -54 3 ½"100 25
3"
Length
1 ½"
Guide holes arranged
for bridging connection
@48" O.C. max. @48" O.C. max.
@ 48" O.C. max.
SW-3
3201 S Halladay St
5/5/2025
SHEET NUMBER
G1
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CHAPTER 5
NONRESIDENTIAL MANDATORY MEASURES
SECTION 5.101 GENERAL
5.101.1 SCOPE
The provisions of this chapter outline planning, design and development methods that include environmentally
responsible site selection, building design, building siting and development to protect, restore and enhance the
environmental quality of the site and respect the integrity of adjacent properties.
DIVISION 5.1 PLANNING AND DESIGN
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
NONRESIDENTIAL MANDATORY MEASURES, SHEET 1 (January 2023)
Y
SECTION 5.102 DEFINITIONS
5.102.1 DEFINITIONS
The following terms are defined in Chapter 2 (and are included here for reference)
CUTOFF LUMINAIRES. Luminaires whose light distribution is such that the candela per 1000 lamp lumens does not
numerically exceed 25 (2.5 percent) at an angle of 90 degrees above nadir, and 100 (10 percent) at a vertical angle of
80 degrees above nadir. This applies to all lateral angles around the luminaire.
LOW-EMITTING AND FUEL EFFICIENT VEHICLES.
Eligible vehicles are limited to the following:
1. Zero emission vehicle (ZEV), enhanced advanced technology PZEV (enhanced AT ZEV) or transitional zero
emission vehicles (TZEV) regulated under CCR, Title 13, Section 1962.
2. High-efficiency vehicles, regulated by U.S. EPA, bearing a fuel economy and greenhouse gas rating od 9 oe
10 as regulated under 40 CFR Section 600 Subpart D.
NEIGHBORHOOD ELECTRIC VEHICLE (NEV). A motor vehicle that meets the definition of "low-speed vehicle"
either in Section 385.5 of the Vehicle Code or in 49CFR571.500 (as it existed on July 1, 2000), and is certified to
zero-emission vehicle standards.
TENANT-OCCUPANTS. Building occupants who inhabit a building during its normal hours of operation as permanent
occupants, such as employees, as distinguished from customers and other transient visitors.
VANPOOL VEHICLE. Eligible vehicles are limited to any motor vehicle, other than a motortruck or truck tractor,
designed for carrying more than 10 but not more than 15 persons including the driver, which is maintained and used
primarily for the nonprofit work-related transportation of adults for the purpose of ridesharing.
Note: Source: Vehicle Code, Division 1, Section 668
ZEV. Any vehicle certified to zero-emission standards.
SECTION 5.106 SITE DEVELOPMENT
5.106.1 STORM WATER POLLUTION PREVENTION FOR PROJECTS THAT DISTURB LESS THAN ONE ACRE
OF LAND. Newly constructed projects and additions which disturb less than one acre of land, and are not part of a
larger common plan of development or sale, shall prevent the pollution of storm water runoff from the construction
activities through one or more of the following measures:
5.106.1.1 Local ordinance. Comply with a lawfully enacted storm water management and/or erosion control
ordinance.
5.106.1.2 Best Management Practices (BMPs). Prevent the loss of soil through wind or water erosion by
implementing an effective combination of erosion and sediment control and good housekeeping BMPs.
1. Soil loss BMPs that should be considered for implementation as appropriate for each project include,
but are not limited to, the following:
a. Scheduling construction activity during dry weather, when possible.
b. Preservation of natural features, vegetation, soil, and buffers around surface waters.
c. Drainage swales or lined ditches to control stormwater flow.
d. Mulching or hydroseeding to stabilize disturbed soils.
e. Erosion control to protect slopes.
f. Protection of storm drain inlets (gravel bags or catch basin inserts).
g. Perimeter sediment control (perimeter silt fence, fiber rolls).
h. Sediment trap or sediment basin to retain sediment on site.
i. Stabilized construction exits.
j. Wind erosion control.
k. Other soil loss BMPs acceptable to the enforcing agency.
2. Good housekeeping BMPs to manage construction equipment, materials, non-stormwater discharges
and wastes that should be considered for implementation as appropriate for each project include, but
are not limited to, the following:
a. Dewatering activities.
b. Material handling and waste management.
c. Building materials stockpile management.
d. Management of washout areas (concrete, paints, stucco, etc.).
e. Control of vehicle/equipment fueling to contractor's staging area.
f. Vehicle and equipment cleaning performed off site.
g Spill prevention and control.
h. Other housekeeping BMPs acceptable to the enforcing agency.
DIVISION 5.2 ENERGY EFFICIENCY
SECTION 5.201 GENERAL
5.201.1 Scope [BSC-CG]. California Energy Code [DSA-SS]. For the purposes of mandatory energy efficiency
standards in this code, the California Energy Commission will continue to adopt mandatory building standards.
DIVISION 5.3 WATER EFFICIENCY AND CONSERVATION
SECTION 5.301 GENERAL
5.301.1 Scope. The provisions of this chapter shall establish the means of conserving water use indoors, outdoors
and in wastewater conveyance.
SECTION 5.302 DEFINITIONS
5.302.1 Definitions. The following terms are defined in Chapter 2 (and are included here for reference)
EVAPOTRANSPIRATION ADJUSTMENT FACTOR (ETAF) [DSA-SS]. An adjustment factor when applied to
reference evapotranspiration that adjusts for plant factors and irrigation efficiency, which ae two major influences on
the amount of water that needs to be applied to the landscape.
FOOTPRINT AREA [DSA-SS]. The total area of the furthest exterior wall of the structure projected to natural grade,
not including exterior areas such as stairs, covered walkways, patios and decks.
METERING FAUCET. A self-closing faucet that dispenses a specific volume of water for each actuation cycle. The
volume or cycle duration can be fixed or adjustable.
GRAYWATER. Pursuant to Health and Safety Code Section 17922.12, "graywater" means untreated wastewater that
has not been contaminated by any toilet discharge, has not been affected by infectious, contaminated, or unhealthy
bodily wastes, and does not present a threat from contamination by unhealthful processing, manufacturing, or
operating wastes. "Graywater" includes, but is not limited to wastewater from bathtubs, showers, bathroom
washbasins, clothes washing machines and laundry tubs, but does not include waste water from kitchen sinks or
dishwashers.
MODEL WATER EFFICIENT LANDSCAPE ORDINANCE (MWELO). The California ordinance regulating landscape
design, installation and maintenance practices that will ensure commercial, multifamily and other developer installed
landscapes greater than 2500 square feet meet an irrigation water budget developed based on landscaped area and
climatological parameters.
MODEL WATER EFFICIENT LANDSCAPE ORDINANCE (MWELO). [HCD] The California model ordinance
(California Code of Regulations, Title 23, Division 2, Chapter 2.7), regulating landscape design, installation and
maintenance practices. Local agencies are required to adopt the updated MWELO, or adopt a local ordinance at least
as effective as the MWELO.
POTABLE WATER. Water that is drinkable and meets the U.S. Environmental Protection Agency (EPA) Drinking
Water Standards. See definition in the California Plumbing Code, Part 5.
POTABLE WATER. [HCD] Water that is satisfactory for drinking, culinary, and domestic purposes, and meets the
U.S. Environmental Protection Agency (EPA) Drinking Water Standards and the requirements of the Health Authority
Having Jurisdiction.
RECYCLED WATER. Water which, as a result of treatment of waste, is suitable for a direct beneficial use or a
controlled use that would not otherwise occur [Water Code Section 13050 (n)]. Simply put, recycled water is water
treated to remove waste matter attaining a quality that is suitable to use the water again.
SUBMETER. [HCD 1] A secondary device beyond a meter that measures water consumption of an individual rental
unit within a multiunit residential structure or mixed-use residential and commercial structure. (See Civic Code Section
1954.202 (g) and Water code Section 517 for additional details.)
WATER BUDGET. Is the estimated total landscape irrigation water use which shall not exceed the maximum applied
water allowance calculated in accordance with the Department of Water Resources Model Efficient Landscape
Ordinance (MWELO).
5.106.5.3 Electric vehicle (EV) charging. [N] Construction to provide electric vehicle infrastructure and facilitate
electric vehicle charging shall comply with Section 5.106.5.3.1 and shall be provided in accordance with
regulations in the California Building Code and the California Electrical Code.
Exceptions:
1.On a case-by-case basis where the local enforcing agency has determined compliance with
this section is not feasible based upon one of the following conditions:
a.Where there is no local utility power supply
b.Where the local utility is unable to supply adequate power.
c.Where there is evidence suitable to the local enforcement agency substantiating the
local utility infrastructure design requirements, directly related to the implementation of
Section 5.106.5.3, may adversely impact the construction cost of the project.
2. Parking spaces accessible only by automated mechanical car parking systems are not
required to comply with this code section
5.106.5.3.1 EV capable spaces.
[N] EV capable spaces shall be provided in accordance with Table 5.106.5.3.1 and the following
requirements:
1.Raceways complying with the California Electrical Code and no less that 1-inch (25 mm)
diameter shall be provided and shall originate at a service panel or a subpanel(s) serving
the area, and shall terminate in close proximity to the proposed location of the EV capable
and into a suitable listed cabinet, box,enclosure or equivalent. A common raceway may be
used to serve multiple EV charging spaces.
2.A service panel or subpanel (s) shall be provided with panel space and electrical load
capacity for a dedicated 208/240 volt, 40-ampere minimum branch circuit for each EV
capable space, with delivery of 30-ampere minimum to an installed EVSE at each EVCS.
3.The electrical system and any on-site distribution transformers shall have sufficient capacity
to supply full rated amperage at each EV capable space.
4.The service panel or subpanel circuit directory shall identify the reserved overcurrent
protective devices space(s) as "EV CAPABLE". The raceway termination location shall be
permanently and visibly marked as "EV CAPABLE."
Note: A parking space served by electric vehicle supply equipment or designed as a future EV
charging space shall count as at least one standard automobile parking space only for the purpose of
complying with any applicable minimum parking space requirements established by an enforcement
agency. See vehicle Code Section 22511.2 for further details.
ABBREVIATION DEFINITIONS:
HCD Department of Housing and Community Development
BSC California Building Standards Commission
DSA-SS Division of the State Architect, Structural Safety
OSHPD Office of Statewide Health Planning and Development
LR Low Rise
HR High Rise
AA Additions and Alterations
N New
5.106.4.1.2 Long-term bicycle parking. For new buildings with tenant spaces that have 10 or more
tenant-occupants, provide secure bicycle parking for 5 percent of the tenant-occupant vehicular parking
spaces with a minimum of one bicycle parking facility.
5.106.4.1.3 For additions or alterations that add 10 or more tenant-occupant vehicular parking spaces,
provide secure bicycle parking for 5 percent of the tenant vehicular parking spaces being added, with a
minimum of one bicycle parking facility.
5.106.4.1.4 For new shell buildings in phased projects provide secure bicycle parking for 5 percent of the
anticipated tenant-occupant vehicular parking spaces with a minimum of one bicycle parking facility.
5.106.4.1.5 Acceptable bicycle parking facility for Sections 5.106.4.1.2, 5.106.4.1.3, and 5.106.4.1.4 shall
be convenient from the street and shall meet one of the following:
1. Covered, lockable enclosures with permanently anchored racks for bicycles;
2. Lockable bicycle rooms with permanently anchored racks; or
3. Lockable, permanently anchored bicycle lockers.
Note: Additional information on recommended bicycle accommodations may be obtained from
Sacramento Area Bicycle Advocates.
5.106.4.2 Bicycle parking. [DSA-SS] For public schools and community colleges, comply with Sections
5.106.4.2.1 and 5.106.4.2.2
5.106.4.2.1 Student bicycle parking. Provide permanently anchored bicycle racks conveniently
accessed with a minimum of four two-bike capacity racks per new building.
5.106.4.2.2 Staff bicycle parking. Provide permanent, secure bicycle parking conveniently accessed
with a minimum of two staff bicycle parking spaces per new building. Acceptable bicycle parking facilities
shall be convenient from the street or staff parking area and shall meet one of the following:
1. Covered, lockable enclosures with permanently anchored racks for bicycles;
2. Lockable bicycle rooms with permanently anchored racks; or
3. Lockable, permanently anchored bicycle lockers.
5.106.4 BICYCLE PARKING. For buildings within the authority of California Building Standards Commission as
specified in Section 103, comply with Section 5.106.4.1. For buildings within the authority of the Division of the State
Architect pursuant to Section 105, comply with Section 5.106.4.2
5.106.4.1 Bicycle parking. [BSC-CG] Comply with Sections 5.106.4.1.1 and 5.106.4.1.2; or meet the
applicable local ordinance, whichever is stricter.
5.106.4.1.1 Short-term bicycle parking. If the new project or an addition or alteration is anticipated
to generate visitor traffic, provide permanently anchored bicycle racks within 200 feet of the visitors'
entrance, readily visible to passers-by, for 5% of new visitor motorized vehicle parking spaces being
added, with a minimum of one two-bike capacity rack.
Exception: Additions or alterations which add nine or less visitor vehicular parking spaces.
CHAPTER 3
GREEN BUILDING
SECTION 301 GENERAL
301.1 SCOPE. Buildings shall be designed to include the green building measures specified as mandatory in
the application checklists contained in this code. Voluntary green building measures are also included in the
application checklists and may be included in the design and construction of structures covered by this code,
but are not required unless adopted by a city, county, or city and county as specified in Section 101.7.
301.3 NONRESIDENTIAL ADDITIONS AND ALTERATIONS. [BSC-CG] The provisions
of individual sections of Chapter 5 apply to newly constructed buildings, building additions of 1,000 square
feet or greater, and/or building alterations with a permit valuation of $200,000 or above (for occupancies within
the authority of California Building Standards Commission). Code sections relevant to additions and
alterations shall only apply to the portions of the building being added or altered within the scope of the
permitted work.
A code section will be designated by a banner to indicate where the code section only applies to newly
constructed buildings [N] or to additions and/or alterations [A]. When the code section applies to both, no
banner will be used.
301.3.1 Nonresidential additions and alterations that cause updates to plumbing fixtures only:
Note: On and after January 1, 2014, certain commercial real property, as defined in Civil Code Section
1101.3, shall have its noncompliant plumbing fixtures replaced with appropriate water-conserving
plumbing fixtures under specific circumstances. See Civil Code Section 1101.1 et seq. for definitions,
types of commercial real property affected, effective dates, circumstances necessitating
replacement of noncompliant plumbing fixtures, and duties and responsibilities for
ensuring compliance.
301.3.2 Waste Diversion. The requirements of Section 5.408 shall be required for additions and
alterations whenever a permit is required for work.
301.4 PUBLIC SCHOOLS AND COMMUNITY COLLEGES. (see GBSC)
301.5 HEALTH FACILITIES. (see GBSC)
SECTION 302 MIXED OCCUPANCY BUILDINGS
302.1 MIXED OCCUPANCY BUILDINGS. In mixed occupancy buildings, each portion of a building
shall comply with the specific green building measures applicable to each specific occupancy.
SECTION 303 PHASED PROJECTS
303.1 PHASED PROJECTS. For shell buildings and others constructed for future tenant improvements,
only those code measures relevant to the building components and systems considered to be new
construction (or newly constructed) shall apply.
303.1.1 Initial Tenant improvements. The provisions of this code shall apply only to the initial tenant
improvements to a project. Subsequent tenant improvements shall comply with the scoping provisions in
Section 301.3 non-residential additions and alterations.
5.106.5.3.3 Use of automatic load management systems (ALMS).
ALMS shall be permitted for EVCS. When ALMS is installed, the required electrical load capacity
specified in Section
5.106.5.3.1 for each EVCS may be reduced when serviced by an EVSE controlled by an ALMS. Each
EVSE controlled by an ALMS shall deliver a minimum 30 amperes to an EV when charging one vehicle
and shall deliver a minimum 3.3 kW while simultaneously charging multiple EVs.
5.106.5.3.4 Accessible EVCS.
When EVSE is installed, accessible EVSC shall be provided in accordance with the California Building
Code, Chapter 11B, Section 11B-228.3.
Note: For EVCS signs, refer to Caltrans Traffic Operations Policy Directive 13-01 (Zero Emission Vehicle
Signs and Pavement Markings) or its successor(s).
5.106.5.4 Electric Vehicle (EV) charging: medium-duty and heavy-duty. [N]
Construction shall comply with section 5.106.5.4.1 to facilitate future installation of electric vehicle supply
equipment (EVSE). Construction for warehouses, grocery stores and retail stores with planned off-street loading
spaces shall also comply with Section 5.106.5.4.1 for future installation of medium- and heavy-duty EVSE.
Exceptions:
1.On a case-by-case basis where the local enforcing agency has determined compliance with this
section is not feasible based upon one of the following conditions:
a.Where there is no local utility power supply.
b.Where the local utility is unable to supply adequate power.
c.Where there is evidence suitable to the local enforcing agency substantiating that
additional local utility infrastructure design requirements, directly related to the implementation
of Section 5.106.5.3, may adversely impact the construction cost of the project.
When EVSE(s) is/are installed, it shall be in accordance with the California Building Code, the California
Electrical Code and as follows:
5.106.5.4.1 Electric vehicle charging readiness requirements for warehouse, grocery stores and retail stores
with planned off-street loading spaces.
[N]In order to avoid future demolition when adding EV charging supply and distribution equipment, spare
raceways(s) or busway(s) and adequate capacity for transformers(s), service panels(s) or subpanel(s) shall be
installed at the time of construction in accordance with the California Electrical Code. Construction plans and
specifications shall include but are not limited to, the following:
1.The transformer, main service equipment and subpanel shall meet the minimum power
requirement in Table 5.106.5.4.1 to accommodate the dedicated branch circuits for the future
installation of EVSE.
2.The construction documents shall indicate on or more location(s) convenient to the planned
offstreet loading space(s) reserved for medium-and heavy-duty ZEV charging cabinets and
charging dispensers, and a pathway reserved for routing of conduit from the termination of the
raceway(s) or busway(s) to the charging cabinet(s) and dispenser(s) as shown in Table
5.106.5.4.1
3.Raceway(s) or busway(s) originating at a main service panel or a subpanel(s) serving the area
where potential future medium-and heavy-duty EVSE will be located and shall terminate in close
proximity to the potential future location of the charging equipments for medium- and heavy-duty
vehicles.
4.The raceway(s) or busway(s) shall be sufficient size to carry the minimum additional system load
to the future location of the charging for medium- and heavy-duty ZEVs as shown in Table
5.106.5.4.1.
TABLE 5.106.5.3.1
TOTAL NUMBER OF ACTUAL
PARKING SPACES
NUMBER OF REQUIRED EV
CAPABLE SPACES
NUMBER OF EVCS (EV
CAPABLE SPACES
PROVIDED WITH EVSE)^2
0-9 0 0
10-25 2 0
26-50 8 2
51-75 13 3
76-100 17 4
101-150 25 6
151-200 35 9
201 AND OVER 20% of total¹25% of EV capable spaces¹
5.106.8 LIGHT POLLUTION REDUCTION. [N]. l Outdoor lighting systems shall be designed and installed to comply
with the following:
1.The minimum requirements in the California Energy Code for Lighting Zones 0-4 as defined in Chapter 10,
Section 10-114 of the California Administrative Code; and
2.Backlight (B) ratings as defined in IES TM-15-11 (shown in Table A-1 in Chapter 8);
3.Uplight and Glare ratings as defined in California Energy Code (shown in Tables 130.2-A and 130.2-B in
Chapter 8) and
4.Allowable BUG ratings not exceeding those shown in Table 5.106.8, [N] or Comply with a local ordinance
lawfully enacted pursuant to Section 101.7, whichever is more stringent.
Exceptions: [N]
1. Luminaires that qualify as exceptions in Sections 130.2 (b) and 140.7 of the California Energy Code.
2. Emergency lighting.
3. Building facade meeting the requirements in Table 140.7-B of the California Energy Code, Part 6.
4. Custom lighting features as allowed by the local enforcing agency, as permitted by Section 101.8
Alternate materials, designs and methods of construction.
5. Luminaires with less than 6,200 initial luminaire lumens.
TABLE 5.106.8 [N] MAXIMUM ALLOWABLE BACKLIGHT,
UPLIGHT AND GLARE (BUG) RATINGS 1,2
ALLOWABLE RATING
LIGHTING
ZONE
LZ0
LIGHTING
ZONE LZ1
LIGHTING
ZONE LZ2
LIGHTING
ZONE LZ3
LIGHTING
ZONE LZ4
MAXIMUM ALLOWABLE
BACKLIGHT RATING 3
Luminaire greater than 2
mounting heights (MH) from
property line
N/A No Limit No Limit No Limit No Limit
Luminaire back hemisphere is
1-2 MH from property line N/A B2 B3 B4 B4
Luminaire back hemisphere is
0.5-1 MH from property line N/A B1 B2 B3 B3
Luminaire back hemisphere is
less than 0.5 MH from property
line
N/A B0 B0 B1 B2
MAXIMUM ALLOWABLE
UPLIGHT RATING (U)
For area lighting 3 N/A U0 U0 U0 U0
For all other outdoor
lighting,including decorative
luminaires
N/A U1 U2 U3 UR
DISCLAIMER:THIS DOCUMENT IS PROVIDED AND INTENDED TO BE USED AS A MEANS TO INDICATE AREAS OF COMPLIANCE WITH THE CALIFORNIA GREEN BUILDING STANDARDS (CALGREEN) CODE. DUE TO THE VARIABLES BETWEEN BUILDING DEPARTMENT JURISDICTIONS, THIS CHECKLIST IS TO BE USED ON AN INDIVIDUAL PROJECT BASIS AND MAY BE MODIFIED BY THE END USER TO MEET THOSE INDIVIDUAL NEEDS. THE END USER ASSUMES ALL RESPONSIBILITY ASSOCIATED WITH THE USE OF THIS DOCUMENT, INCLUDING VERIFICATION WITH THE FULL CODE.
5.106.2 STORMWATER POLLUTION PREVENTION FOR PROJECTS THAT DISTURB ONE OR MORE ACRES OF
LAND. Comply with all lawfully enacted stormwater discharge regulations for projects that (1) disturb one acre or
more of land, or (2) disturb less than one acre of land but are part of a larger common plan of development sale.
Note: Projects that (1) disturb one acre or more of land, or (2) disturb less than one acre of land but are part of the
larger common plan of development or sale must comply with the post-construction requirements detailed in the
applicable National Pollutant Discharge Elimination System (NPDES) General permit for Stormwater Discharges
Associated with Construction and Land Disturbance Activities issued by the State Water Resources Control Board or
the Lahontan Regional Water Quality Control Board (for projects in the Lake Tahoe Hydrologic Unit).
The NPDES permits require postconstruction runoff (post-project hydrology) to match the preconstruction runoff
(pre-project hydrology) with the installation of postconstruction stormwater management measures. The NPDES
permits emphasize runoff reduction through on-site stormwater use, interception, evapotranspiration, and infiltration
through nonstructural controls, such as Low Impact Development (LID) practices, and conversation design measures.
Stormwater volume that cannot be addressed using nonstructural practices is required to be captured in structural
practices and be approved by the enforcing agency.
Refer to the current applicable permits on the State Water Resources Control Board website at:
www.waterboards.ca.gov/constructionstormwater. Consideration to the stormwater runoff management measures
should be given during the initial design process for appropriate integration into site development.
N/A Y N/A
1.Where there is insufficient electrical supply.
2.The number of required EVCS (EV capable spaces provided with EVSE) in column 3 count towards
the total number of required EV capable spaces shown in column 2.
5.106.5.3.2 Electric vehicle charging stations (EVCS)
EV capable spaces shall be provided with EVSE to create EVCS in the number indicated in Table
5.106.5.3.1. The EVCS required by Table 5.106.5.3.1 may be provided with EVSE in any combination of
Level 2 and Direct Current Fast Charging (DCFC), except that at least one Level 2 EVSE shall be
provided.
One EV charger with multiple connectors capable of charging multiple EVs simultaneously shall be
permitted if the electrical load capacity required by Section 5.106.5.3.1 for each EV capable space is
accumulatively supplied to the EV charger.
The installation of each DCFC EVSE shall be permitted to reduce the minimum number of required EV
capable spaces without EVSE by five and reduce proportionally the required electrical load capacity to the
service panel or subpanel.
Y N/A Y N/A
Y = YESN/A =NOT APPLICABLE
RESPON. PARTY =RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER,
OWNER, CONTRACTOR, INSPECTOR ETC.)
RESPON.PARTY RESPON.PARTY RESPON.PARTY RESPON.PARTY
5.106.8.1 Facing- Backlight
Luminaries within 2MH of a property line shall be oriented so that the nearest property line is behind the fixture,
and shall comply with the backlight rating specified in Table 5.106.8 based on the lighting zone and distance to
the nearest point of that property line.
Exception: Corners. If two property lines (or two segments of the same property line) have equidistant point
to the luminaire, then the luminaire may be oriented so that the intersection of the two lines (the corner) is
directly behind the luminaire. The luminaire shall still use the distance to the nearest points(s) on the property
lines to determine the required backlight rating.
5.106.8.2 Facing-Glare.
For luminaires covered by 5.106.8.1, if a property line also exists within or extends into the front hemisphere within
2MH of the luminaire then the luminaire shall comply with the more stringent glare rating specified in Table
5.106.8 based on the lighting zone and distance to the nearest point on the nearest property line within the front
hemisphere.
Note: [N]
1.See also California Building Code, Chapter 12, Section 1205.6 for college campus lighting requirements for
parking facilities and walkways.
2.Refer to Chapter 8 (Compliance Forms, Worksheets and Reference Material) for IES TM-15-11 Table
A-1, California Energy Code Tables 130.2-A and 130.2-B.
3. Refer to the California Building Code for requirements for additions and alterations.
5.106.10 GRADING AND PAVING. Construction plans shall indicate how site grading or a drainage system will
manage all surface water flows to keep water from entering buildings. Examples of methods to manage surface
water include, but are not limited to, the following:
1.Swales.
2.Water collection and disposal systems.
3.French drains.
4.Water retention gardens.
5.Other water measures which keep surface water away from buildings and aid in groundwater recharge.
Exception: Additions and alterations not altering the drainage path.
5.106.12 SHADE TREES [DSA-SS]. Shade Trees shall be planted to comply with Sections 5.106.12.1, 5.106.12.2,
and 5.106.12.3. Percentages shown shall be measured at noon on the summer solstice. Landscape irrigation
necessary to establish and maintain tree health shall comply with Section 5.304.6.
5.106.12.1 Surface parking areas. Shade tree plantings, minimum #10 container size or equal, shall be installed
to provide shade over 50 percent of the parking area within 15 years.
Exceptions: Surface parking area covered by solar photovoltaic shade structures with roofing
materials that comply with Table A5.106.11.2.2 in Appendix A5 shall be permitted in whole or in part in
lieu of shade tree planting.
5.106.12.2 Landscape areas. Shade tress plantings, minimum #10 container size or equal shall be installed to
provide shade of 20% of the landscape area within 15 years.
Exceptions: Playfields for organized sport activity are not included in the total area calculation.
5.106.12.3. Hardscape areas. Shade tree plantings, minimum #10 container size or equal shall be installed to
provide shade over 20 percent of the hardscape area within 15 years.
Exceptions:
1.Walks, hardscape areas covered by solar photovoltaic shade structures or shade structures with roofing
materials that comply with Table A5.106.11.2.2 in Appendix A5 shall be permitted in whole or in part in lieu
of shade tree planting.
2.Designated and marked play areas of organized sport activity are not included in the total area calculation.
TABLE 5.106.5.4.1 RACEWAY CONDUIT AND PANEL POWER
REQUIREMENTS FOR MEDIUM- AND HEAVY-DUTY EVSE [N]
BUILDING TYPE BUILDING SIZE (SQ. FT.)
NUMBER OF
OFF-STREET
LOADING SPACES
ADDITIONAL
CAPACITY
REQUIRED (KVA)
FOR RACEWAY &
BUSWAY AND
TRANSFORMER &
PANEL
Grocery 10,000 to 90,000 1 or 2 200
3 or Greater 400
Greater than 90,000 1 or Greater 400
Retail 10,000 to 135,000 1 or 2 200
3 or Greater 400
Greater than 135,000 1 or Greater 400
Warehouse
20,000 to 256,000
1 or 2 200
3 or Greater 400
Greater than 256,000 1 or Greater 400
MAXIMUM ALLOWABLE
GLARE RATING 5 (G)
MAXIMUM ALLOWABLE
GLARE RATING 5 (G)N/A G1 G2 G3 G4
MAXIMUM ALLOWABLE
GLARE RATING 5 (G)N/A G0 G1 G1 G2
MAXIMUM ALLOWABLE
GLARE RATING 5 (G)N/A G0 G0 G1 G1
MAXIMUM ALLOWABLE
GLARE RATING 5 (G)N/A G0 G0 G0 G1
1. IESNA Lighting Zones 0 and 5 are not applicable; refer to Lighting Zones as defined in the California Energy
Code and Chapter 10 of the Callifornia Administrative Code.
2. For property lines that abut public walkways, bikeways, plazas and parking lots, the property line may be
considered to be 5 feet beyond the actual property line for purpose of determining compliance with this section. For
property lines that abut public roadways and public transit corridors, the property line may be considered to be the
centerline of the public roadway or public transit corridor for the purpose of determining compliance with this
section.
3. General lighting luminaires in areas such as outdoor parking, sales or storage lots shall meet these reduced
ratings. Decorative luminaries located in these areas shall meet U-value limits for "all other outdoor lighting"
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5.303.3 WATER CONSERVING PLUMBING FIXTURES AND FITTINGS. Plumbing fixtures (water closets and
urinals) and fittings (faucets and showerheads) shall comply with the following:
5.303.3.1 Water Closets. The effective flush volume of all water closets shall not exceed 1.28 gallons per
flush. Tank-type water closets shall be certified to the performance criteria of the U.S. EPA WaterSense
Specification for Tank-Type toilets.
Note: The effective flush volume of dual flush toilets is defined as the composite, average flush volume of
two reduced flushes and one full flush.
5.303.3.2 Urinals.
5.303.3.2.1 Wall-mounted Urinals. The effective flush volume of wall-mounted urinals shall not exceed
0.125 gallons per flush.
5.303.3.2.2 Floor-mounted Urinals. The effective flush volume of floor-mounted or other urinals shall
not exceed 0.5 gallons per flush.
5.303.3.3 Showerheads. [BSC-CG]
5.303.3.3.1 Single showerhead. Showerheads shall have a maximum flow rate of not more than 1.8
gallons per minute at 80 psi. Showerheads shall be certified to the performance criteria of the U.S. EPA
WaterSense Specification for Showerheads.
5.303.3.3.2 Multiple showerheads serving one shower. When a shower is served by more than one
showerhead, the combined flow rate of all the showerheads and/or other shower outlets controlled by a
single valve shall not exceed 1.8 gallons per minute at 80 psi, or the shower shall be designed to
allow only one shower outlet to be in operation at a time.
Note: A hand-held shower shall be considered a showerhead.
DIVISION 5.4 MATERIAL CONSERVATION AND RESOURCE
EFFICIENCY
SECTION 5.401 GENERAL
5.401.1 SCOPE. The provisions of this chapter shall outline means of achieving material conservation and resource
efficiency through protection of buildings from exterior moisture, construction waste diversion, employment of
techniques to reduce pollution through recycling of materials, and building commissioning or testing and adjusting.
SECTION 5.408 CONSTRUCTION WASTE REDUCTION, DISPOSAL AND
RECYCLING
5.408.1 CONSTRUCTION WASTE MANAGEMENT. Recycle and/or salvage for reuse a minimum of 65% of the
non-hazardous construction and demolition waste in accordance with Section 5.408.1.1, 5.408.1.2 or 5.408.1.3; or
meet a local construction and demolition waste management ordinance, whichever is more stringent.
5.408.1.1 Construction waste management plan. Where a local jurisdiction does not have a construction and
demolition waste management ordinance, submit a construction waste management plan that:
1. Identifies the construction and demolition waste materials to be diverted from disposal by efficient
usage, recycling, reuse on the project or salvage for future use or sale.
2. Determines if construction and demolition waste materials will be sorted on-site (source-separated) or
bulk mixed (single stream).
3. Identifies diversion facilities where construction and demolition waste material collected will be taken.
4. Specifies that the amount of construction and demolition waste materials diverted shall be calculated
by weight or volume, but not by both.
5.408.1.2 Waste Management Company. Utilize a waste management company that can provide verifiable
documentation that the percentage of construction and demolition waste material diverted from the landfill
complies with this section.
Note: The owner or contractor shall make the determination if the construction and demolition waste material
will be diverted by a waste management company.
Exceptions to Sections 5.408.1.1 and 5.408.1.2:
1. Excavated soil and land-clearing debris.
2. Alternate waste reduction methods developed by working with local agencies if diversion or recycle
facilities capable of compliance with this item do not exist.
3. Demolition waste meeting local ordinance or calculated in consideration of local recycling facilities
and markets.
5.408.1.3 Waste stream reduction alternative. The combined weight of new construction disposal that does
not exceed two pounds per square foot of building area may be deemed to meet the 65% minimum requirement
as approved by the enforcing agency.
5.408.1.4 Documentation. Documentation shall be provided to the enforcing agency which demonstrates
compliance with Sections 5.408.1.1, through 5.408.1.3. The waste management plan shall be updated as
necessary and shall be accessible during construction for examination by the enforcing agency.
Notes:
1. Sample forms found in "A Guide to the California Green Building Standards Code (Nonresidential)"
located www.dgs.ca.gov/BSC/Resources/Page-Content/Building-Standards-Commission-
Resources-List-Folder/CALGreen may be used to assist in documenting compliance with the waste
management plan.
2. Mixed construction and demolition debris processors can be located at the California Department of
Resources Recycling and Recovery (CalRecycle).
5.408.2 UNIVERSAL WASTE. [A] Additions and alterations to a building or tenant space that meet the scoping
provisions in Section 301.3 for nonresidential additions and alterations, shall require verification that Universal Waste
items such as fluorescent lamps and ballast and mercury containing thermostats as well as other California prohibited
Universal Waste materials are disposed of properly and are diverted from landfills. A list of prohibited Universal Waste
materials shall be included in the construction documents.
Note: Refer to the Universal Waste Rule link at: http://www.dtsc.ca.gov/universalwaste/
5.408.3 EXCAVATED SOIL AND LAND CLEARING DEBRIS. 100 percent of trees, stumps, rocks and associated
vegetation and soils resulting primarily from land clearing shall be reused or recycled. For a phased project, such
material may be stockpiled on site until the storage site is developed.
Exception: Reuse, either on or off-site, of vegetation or soil contaminated by disease or pest infestation.
Notes:
1. If contamination by disease or pest infestation is suspected, contact the County Agricultural
Commissioner and follow its direction for recycling or disposal of the material.
2. For a map of know pest and/or disease quarantine zones, consult with the California Department of
Food and Agriculture. (www.cdfa.ca.gov)
DIVISION 5.5 ENVIRONMENTAL QUALITY
SECTION 5.501 GENERAL
5.501.1 SCOPE. The provisions of this chapter shall outline means of reducing the quantity of air contaminants that
are odorous, irritating, and/or harmful to the comfort and well-being of a building's installers, occupants and neighbors.
SECTION 5.502 DEFINITIONS5.502.1 DEFINITIONS. The following terms are defined in Chapter 2 (and are included here for reference)
ARTERIAL HIGHWAY. A general term denoting a highway primarily for through traffic usually on a continuous route.
A-WEIGHTED SOUND LEVEL (dBA). The sound pressure level in decibels as measured on a sound level meter
using the internationally standardized A-weighting filter or as computed from sound spectral data to which A-weighting
adjustments have been made.
1 BTU/HOUR. British thermal units per hour, also referred to as Btu. The amount of heat required to raise one pound
of water one degree Fahrenheit per hour, a common measure of heat transfer rate. A ton of refrigeration is 12,000 Btu,
the amount of heat required to melt a ton (2,000 pounds) of ice at 320 Fahrenheit.
COMMUNITY NOISE EQUIVALENT LEVEL (CNEL). A metric similar to the day-night average sound level (Ldn),
except that a 5 decibel adjustment is added to the equivalent continuous sound exposure level for evening hours (7pm
to 10pm) in addition to the 10 dB nighttime adjustment used in the Ldn.
COMPOSITE WOOD PRODUCTS. Composite wood products include hardwood plywood, particleboard and medium
density fiberboard. “Composite wood products” does not include hardboard, structural plywood, structural panels,
structural composite lumber, oriented strand board, glued laminated timber, timber, prefabricated wood I–joists or
finger–jointed lumber, all as specified in California Code of Regulations (CCR), Title 17, Section 93120.1(a).
Note: See CCR, Title 17, Section 93120.1.
DAY-NIGHT AVERAGE SOUND LEVEL (Ldn). The A-weighted equivalent continuous sound exposure level for a
24-hour period with a 10 dB adjustment added to sound levels occurring during nighttime hours (10p.m. to 7 a.m.).
DECIBEL (db). A measure on a logarithmic scale of the magnitude of a particular quantity (such as sound pressure,
sound power, sound intensity) with respect to a reference quantity.
ELECTRIC VEHICLE (EV). An automotive-type vehicle for on-road use, such as passenger automobiles, buses,
trucks, vans, neighborhood electric vehicles, electric motorcycles, and the like, primarily powered by an electric motor
that draws current from a rechargeable storage battery, fuel cell, photovoltaic array, or other source of electric current.
Plug-in hybrid electric vehicles (PHEV) are considered electric vehicles. For purposes of the California Electrical Code,
off-road, self-propoelled electric vehicles, such as industrial trucks, hoists, lifts, transports, golf carts, airline ground
support equipment, tractors, boats, and the like, are not included.
ELECTRIC VEHICLE CHARGING STATION(S) (EVCSj). One or more spaces intended for charging electric vehicles.
ELECTRIC VEHICLE SUPPLY EQUIPMENT (EVSE). The conductors, including the ungrounded, grounded, and
equipment grounding conductors and the electric vehicle connectors, attachment plugs, and all other fittings, devices,
power outlets, or apparatus installed specifically for the purpose of transferring energy between the premises wiring
and the electric vehicle.
ENERGY EQUIVALENT (NOISE) LEVEL (Leq). The level of a steady noise which would have the same energy as
the fluctuating noise level integrated over the time of period of interest.
EXPRESSWAY. An arterial highway for through traffic which may have partial control of access, but which may or may
not be divided or have grade separations at intersections.
FREEWAY. A divided arterial highway with full control of access and with grade separations at intersections.
GLOBAL WARMING POTENTIAL (GWP). The radiative forcing impact of one mass-based unit of a given greenhouse
gas relative to an equivalent unit of carbon dioxide over a given period of time. Carbon dioxide is the reference
compound with a GWP of one.
GLOBAL WARMING POTENTIAL VALUE (GWP VALUE). A 100-year GWP value published by the
Intergovernmental Panel on Climate Change (IPCC) in either its Second Assessment Report (SAR) (IPCC, 1995); or
its Fourth Assessment A-3 Report (AR4) (IPCC, 2007). The SAR GWP values are found in column "SAR (100-yr)" of
Table 2.14.; the AR4 GWP values are found in column "100 yr" of Table 2.14.
HIGH-GWP REFRIGERANT. A compound used as a heat transfer fluid or gas that is: (a) a chlorofluorocarbon, a
hdrochlorofluorocarbon, a hydrofluorocarbon, a perfluorocarbon, or any compound or blend of compounds, with a
GWP value equal to or greater than 150, or (B) any ozone depleting substance as defined in Title 40 of the Code of
Federal Regulations, Part 82, sec.82.3 (as amended March 10, 2009).
LONG RADIUS ELBOW. Pipe fitting installed between two lengths of pipe or tubing to allow a change of direction,
with a radius 1.5 times the pipe diameter.
LOW-GWP REFRIGERANT. A compound used as a heat transfer fluid or gas that: (A) has a GWP value less than
150, and (B) is not an ozone depleting substance as defined in Title 40 of the Code of Federal Regulations, Part 82,
sec.82.3 (as amended March 10, 2009).
MERV. Filter minimum efficiency reporting value, based on ASHRAE 52.2–1999.
MAXIMUM INCREMENTAL REACTIVITY (MIR). The maximum change in weight of ozone formed by adding a
compound to the "Base REactive Organic Gas (ROG) Mixture" per weight of compound added, expressed to
hundreths of a gram (g O3/g ROC).
PRODUCT-WEIGHTED MIR (PWMIR). The sum of all weighted-MIR for all ingredients in a product subject to this
article. The PWMIR is the total product reactivity expressed to hundredths of a gram of ozone formed per gram of
product (excluding container and packaging).
PSIG. Pounds per square inch, guage.
REACTIVE ORGANIC COMPOUND (ROC). Any compound that has the potential, once emitted, to contribute to
ozone formation in the troposphere.
SCHRADER ACCESS VALVES. Access fittings with a valve core installed.
SHORT RADIUS ELBOW. Pipe fitting installed between two lengths of pipe or tubing to allow a change of direction,
with a radius 1.0 times the pipe diameter.
SUPERMARKET. For the purposes of Section 5.508.2, a supermarket is any retail food facility with 8,000 square feet
or more conditioned area, and that utilizes either refrigerated display cases, or walk-in coolers or freezers connected
to remote compressor units or condensing units.
VOC. A volatile organic compound broadly defined as a chemical compound based on carbon chains or rings with
vapor pressures greater than 0.1 millimeters of mercury at room temperature. These compounds typically contain
hydrogen and may contain oxygen, nitrogen and other elements. See CCR Title 17, Section 94508(a)
.
Note: Where specific regulations are cited from different agencies such as SCAQMD, ARB, etc., the VOC definition
included in that specific regulation is the one that prevails for the specific measure in question.
SECTION 5.503 FIREPLACES
5.503.1 FIREPLACES. Install only a direct-vent sealed-combustion gas or sealed wood-burning fireplace, or a sealed
woodstove or pellet stove, and refer to residential requirements in the California Energy Code, Title 24, Part 6,
Subchapter 7, Section 150. Woodstoves, pellet stoves and fireplaces shall comply with applicable local ordinances.
5.503.1.1 Woodstoves. Woodstoves and pellet stoves shall comply with U.S. EPA New Source Performance
Standards (NSPS) emission limits as applicable, and shall have a permanent label indicating they are certified
to meet the emission limits.
SECTION 5.504 POLLUTANT CONTROL
5.504.1 TEMPORARY VENTILATION. The permanent HVAC system shall only be used during construction if
necessary to condition the building or areas of addition or alteration within the required temperature range for
material and equipment installation. If the HVAC system is used during construction, use return air filters with a
Minimum Efficiency Reporting Value (MERV) of 8, based on ASHRAE 52.2-1999, or an average efficiency of
30% based on ASHRAE 52.1-1992 Replace all filters immediately prior to occupancy, or, if the building is
occupied during alteration, at the conclusion of construction.
5.504.3 Covering of duct openings and protection of mechanical equipment during construction. At the time of
rough installation and during storage on the construction site until final startup of the heating, cooling and ventilation
equipment, all duct and other related air distribution component openings shall be covered with tape, plastic,
sheetmetal or other methods acceptable to the enforcing agency to reduce the amount of dust, water and debris which
may enter the system.
5.410.2.1 Owner's or Owner Representative's Project Requirements (OPR). [N] The expectations and
requirements of the building appropriate to its phase shall be documented before the design phase of the
project begins. This documentation shall include the following:
1. Environmental and sustainability goals.
2. Building sustainable goals.
3. Indoor environmental quality requirements.
4. Project program, including facility functions and hours of operation, and need for after hours
operation.
5. Equipment and systems expectations.
6. Building occupant and operation and maintenance (O&M) personnel expectations.
5.410.2.2 Basis of Design (BOD). [N] A written explanation of how the design of the building systems meets
the OPR shall be completed at the design phase of the building project. The Basis of Design document shall
cover the following systems:
1. Renewable energy systems.
2. Landscape irrigation systems.
3. Water reuse system.
5.410.2.3 Commissioning plan. [N] Prior to permit issuance a commissioning plan shall be completed to
document how the project will be commissioned. The commissioning plan shall include the following:
1. General project information.
2. Commissioning goals.
3. Systems to be commissioned. Plans to test systems and components shall include:
a. An explanation of the original design intent.
b. Equipment and systems to be tested, including the extent of tests.
c. Functions to be tested.
d. Conditions under which the test shall be performed.
e. Measurable criteria for acceptable performance.
4. Commissioning team information.
5. Commissioning process activities, schedules and responsibilities. Plans for the completion of
commissioning shall be included.
5.410.2.4 Functional performance testing. [N] Functional performance tests shall demonstrate the correct
installation and operation of each component, system and system-to-system interface in accordance with the
approved plans and specifications. Functional performance testing reports shall contain information addressing
each of the building components tested, the testing methods utilized, and include any readings and adjustments
made.
5.410.2.6 Commissioning report. [N] A report of commissioning process activities undertaken through the
design and construction phases of the building project shall be completed and provided to the owner or
representative.
5.410.4 TESTING AND ADJUSTING. New buildings less than 10,000 square feet. Testing and adjusting of
systems shall be required for new buildings less than 10,000 square feet or new systems to serve an addition or
alteration subject to Section 303.1.
5.410.4.2 (Reserved)
Note: For energy-related systems under the scope (Section 100) of the California Energy Code, including
heating, ventilation, air conditioning (HVAC) systems and controls, indoor lighting system and controls, as well
as water heating systems and controls, refer to California Energy Code Section 120.8 for commissioning
requirements and Sections 120.5, 120.6, 130.4, and 140.9(b)3 for additional testing requirements of specific
systems.
5.410.4.2 Systems. Develop a written plan of procedures for testing and adjusting systems. Systems to be
included for testing and adjusting shall include at a minimum, as applicable to the project:
1. Renewable energy systems.
2. Landscape irrigation systems.
3. Water reuse systems.
5.410.4.3 Procedures. Perform testing and adjusting procedures in accordance with manufacturer's
specifications and applicable standards on each system.
5.410.4.3.1 HVAC balancing. In addition to testing and adjusting, before a new space-conditioning
system serving a building or space is operated for normal use, the system shall be balanced in
accordance with the procedures defined by the Testing Adjusting and Balancing Bureau National
Standards; the National Environmental Balancing Bureau Procedural Standards; Associated Air Balance
Council National Standards or as approved by the enforcing agency.
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
NONRESIDENTIAL MANDATORY MEASURES, SHEET 2 (January 2023)
SECTION 5.303 INDOOR WATER USE
5.303.1 METERS. Separate submeters or metering devices shall be installed for the uses described in Sections
503.1.1 and 503.1.2.
5.303.1.1 Buildings in excess of 50,000 square feet. Separate submeters shall be installed as follows:
1. For each individual leased, rented or other tenant space within the building projected to consume
more than 100 gal/day (380 L/day), including, but not limited to, spaces used for laundry or cleaners,
restaurant or food service, medical or dental office, laboratory, or beauty salon or barber shop.
SECTION 5.410 BUILDING MAINTENANCE AND OPERATIONS
5.410.1 RECYCLING BY OCCUPANTS. Provide readily accessible areas that serve the entire building and are
identified for the depositing, storage and collection of non-hazardous materials for recycling, including (at a minimum)
paper, corrugated cardboard, glass, plastics, organic waste, and metals or meet a lawfully enacted local recycling
ordinance, if more restrictive.
Exception: Rural jurisdictions that meet and apply for the exemption in Public Resources
Code 42649.82 (a)(2)(A) et seq. shall also be exempt from the organic waste portion of this section.
5.410.1.1 Additions. All additions conducted within a 12-month period under single or multiple permits,
resulting in an increase of 30% or more in floor area, shall provide recycling areas on site.
Exception: Additions within a tenant space resulting in less than a 30% increase in the tenant space
floor area.
5.410.1.2 Sample ordinance. Space allocation for recycling areas shall comply with Chapter 18, Part 3,
Division 30 of the Public Resources Code. Chapter 18 is known as the California Solid Waste Reuse and
Recycling Access Act of 1991 (Act).
Note: A sample ordinance for use by local agencies may be found in Appendix A of the document at the
CalRecycle’s web site.
5.410.2.5 Documentation and training. [N] A Systems Manual and Systems Operations Training are required,
including Occupational Safety and Health Act (OSHA) requirements in California Code of Regulations (CCR),
Title 8, Section 5142, and other related regulations.
5.410.2.5.1 Systems manual. [N] Documentation of the operational aspects of the building shall be
completed within the systems manual and delivered to the building owner or representative. The
systems manual shall include the following:
1. Site information, including facility description, history and current requirements.
2. Site contact information.
3. Basic operations and maintenance, including general site operating procedures, basic
troubleshooting, recommended maintenance requirements, site events log.
4. Major systems.
5. Site equipment inventory and maintenance notes.
6. A copy of verifications required by the enforcing agency or this code.
7. Other resources and documentation, if applicable.
5.410.2.5.2 Systems operations training. [N] A program for training of the appropriate maintenance
staff for each equipment type and/or system shall be developed and documented in the commissioning
report and shall include the following:
1. System/equipment overview (what it is, what it does and with what other systems and/or
equipment it interfaces).
2. Review and demonstration of servicing/preventive maintenance.
3. Review of the information in the Systems Manual.
4. Review of the record drawings on the system/equipment.
2. Where separate submeters for individual building tenants are unfeasible, for water supplied to the
following subsystems:
a. Makeup water for cooling towers where flow through is greater than 500 gpm (30 L/s).
b. Makeup water for evaporative coolers greater than 6 gpm (0.04 L/s).
c. Steam and hot water boilers with energy input more than 500,000 Btu/h (147 kW).
5.303.1.2 Excess consumption. A separate submeter or metering device shall be provided for any tenant
within a new building or within an addition that is projected to consume more than 1,000 gal/day.
SECTION 5.304 OUTDOOR WATER USE
5.304.1 OUTDOOR POTABLE WATER USE IN LANDSCAPE AREAS. Nonresidential developments shall comply
with a local water efficient landscape ordinance or the current California Department of Water Resources' Model Water
Efficient Landscape Ordinance (MWELO), whichever is more stringent.
Notes:
1. The Model Water Efficient Landscape Ordinance (MWELO) is located in the California Code of Regulations,
Title 23, Chapter 2.7, Division 2.
2. MWELO and supporting documents, including a water budget calculator, are available at:
https://www.water.ca.gov/.
5.304.6 OUTDOOR POTABLE WATER USE IN LANDSCAPE AREAS. For public schools and community colleges,
landscape projects as described in Sections 5.304.6.1 and 5.304.6.2 shall comply with the California Department of
Water Resources Model Water Efficient Landscape Ordinance (MWELO) commencing with Section 490 of Chapter
2.7, Division 2, Title 23, California Code of Regulations, except that the evapotranspiration adjustment factor (ETAF)
shall be 0.65 with an additional water allowance for special landscape areas (SLA) of 0.35.
Exception: Any project with an aggregate landscape area of 2,500 square feet or less may comply with the
prescriptive measures contained in Appendix D of the MWELO.
5.304.6.1 Newly constructed landscapes. New construction projects with an aggregate landscape
area equal to or greater than 500 square feet.
5.304.6.2 Rehabilitated landscapes. Rehabilitated landscape projects with an aggregate
landscape area equal to or greater than 1,200 square feet.
DISCLAIMER:THIS DOCUMENT IS PROVIDED AND INTENDED TO BE USED AS A MEANS TO INDICATE AREAS OF COMPLIANCE WITH THE CALIFORNIA GREEN BUILDING STANDARDS (CALGREEN) CODE. DUE TO THE VARIABLES BETWEEN BUILDING DEPARTMENT JURISDICTIONS, THIS CHECKLIST IS TO BE USED ON AN INDIVIDUAL PROJECT BASIS AND MAY BE MODIFIED BY THE END USER TO MEET THOSE INDIVIDUAL NEEDS. THE END USER ASSUMES ALL RESPONSIBILITY ASSOCIATED WITH THE USE OF THIS DOCUMENT, INCLUDING VERIFICATION WITH THE FULL CODE.
5.303.4 COMMERCIAL KITCHEN EQUIPMENT.
5.303.4.1 Food Waste Disposers. Disposers shall either modulate the use of water to no more than 1 gpm
when the disposer is not in use (not actively grinding food waste/no-load) or shall automatically shut off after no
more than 10 minutes of inactivity. Disposers shall use no more than 8 gpm of water.
Note: This code section does not affect local jurisdiction authority to prohibit or require disposer
installation.
5.303.5 AREAS OF ADDITION OR ALTERATION. For those occupancies within the authority of the California
Building Standards Commission as specified in Section 103, the provisions of Section 5.303.3 and 5.303.4 shall apply
to new fixtures in additions or areas of alteration to the building.
5.303.6 STANDARDS FOR PLUMBING FIXTURES AND FITTINGS. Plumbing fixtures and fittings shall be installed
in accordance with the California Plumbing Code, and shall meet the applicable standards referenced in Table 1701.1
of the California Plumbing Code and in Chapter 6 of this code.
Y N/A
SECTION 5.402 DEFINITIONS
5.402.1 DEFINITIONS. The following terms are defined in Chapter 2 (and are included here for reference)
ADJUST. To regulate fluid flow rate and air patterns at the terminal equipment, such as to reduce fan speed or adjust
a damper.
BALANCE. To proportion flows within the distribution system, including sub-mains, branches and terminals,
according to design quantities.
BUILDING COMMISSIONING. A systematic quality assurance process that spans the entire design and construction
process, including verifying and documenting that building systems and components are planned, designed, installed,
tested, operated and maintained to meet the owner’s project requirements.
ORGANIC WASTE. Food waste, green waste, landscape and pruning wste, nonhazardous wood waste, and food
soiled paper waste that is mixed in with food waste.
TEST. A procedure to determine quantitative performance of a system or equipment
SECTION 5.407 WATER RESISTANCE AND MOISTURE MANAGEMENT
5.407.1 WEATHER PROTECTION. Provide a weather-resistant exterior wall and foundation envelope as required by
California Building Code Section 1402.2 (Weather Protection), manufacturer's installation instructions or local
ordinance, whichever is more stringent.
5.407.2 MOISTURE CONTROL. Employ moisture control measures by the following methods.
5.407.2.1 Sprinklers. Design and maintain landscape irrigation systems to prevent spray on structures.
5.407.2.2 Entries and openings. Design exterior entries and/or openings subject to foot traffic or wind-driven
rain to prevent water intrusion into buildings as follows:
5.407.2.2.1 Exterior door protection. Primary exterior entries shall be covered to prevent water
intrusion by using nonabsorbent floor and wall finishes within at least 2 feet around and perpendicular to
such openings plus at least one of the following:
1. An installed awning at least 4 feet in depth.
2. The door is protected by a roof overhang at least 4 feet in depth.
3. The door is recessed at least 4 feet.
4. Other methods which provide equivalent protection.
5.407.2.2.2 Flashing. Install flashings integrated with a drainage plane.
5.410.2 COMMISSIONING. [N] New buildings 10,000 square feet and over. For new buildings 10,000 square feet
and over, building commissioning shall be included in the design and construction processes of the building project to
verify that the building systems and components meet the owner’s or owner representative’s project requirements.
Commissioning shall be performed in accordance with this section by trained personnel with experience on projects of
comparable size and complexity. For I-occupancies that are not regulated by OSHPD or for I-occupancies and
L-occupancies that are not regulated y the California Energy Code Section 100.0 Scope, all requirements in Sections
5.410.2 through 5.410.2.6 shall apply.
Note: For energy-related systems under the scope (Section 100) of the California Energy Code, including heating,
ventilation, air conditioning (HVAC) systems and controls, indoor lighting systems and controls, as well as water
heating systems and controls, refer to California Energy Code Section 120.8 for commissioning requirements
Commissioning requirements shall include:
1. Owner’s or Owner representative’s project requirements.
2. Basis of design.
3. Commissioning measures shown in the construction documents.
4. Commissioning plan.
5. Functional performance testing.
6. Documentation and training.
7. Commissioning report.
Exceptions:
1. Unconditioned warehouses of any size.
2. Areas less than 10,000 square feet used for offices or other conditioned accessory spaces within
unconditioned warehouses.
3. Tenant improvements less than 10,000 square feet as described in Section 303.1.1.
4. Open parking garages of any size, or open parking garage areas, of any size, within a structure.
Note: For the purposes of this section, unconditioned shall mean a building, area, or room which does not
provide heating and or air conditioning.
Informational Notes:
1. IAS AC 476 is an accreditation criteria for organizations providing training and/or certification of
commissioning personnel. AC 476 is available to the Authority Having Jurisdiction as a reference for
qualifications of commissioning personnel. AC 476 des not certify individuals to conduct functional
performance tests or to adjust and balance systems.
2. Functional performance testing for heating, ventilation, air conditioning systems and lighting controls
must be performed in compliance with the California Energy Code.
5.410.4.4 Reporting. After completion of testing, adjusting and balancing, provide a final report of testing
signed by the individual responsible for performing these services.
5.410.4.5 Operation and maintenance (O & M) manual. Provide the building owner or representative with
detailed operating and maintenance instructions and copies of guaranties/warranties for each system. O & M
instructions shall be consistent with OSHA requirements in CCR, Title 8, Section 5142, and other related
regulations.
5.410.4.5.1 Inspections and reports. Include a copy of all inspection verifications and reports required
by the enforcing agency.
Y N/A Y N/A Y N/ARESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
RESPON.
PARTY
Y = YESN/A =NOT APPLICABLE
RESPON. PARTY =RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER,
OWNER, CONTRACTOR, INSPECTOR ETC.)
5.303.3.4 Faucets and fountains.
5.303.3.4.1 Nonresidential Lavatory faucets. Lavatory faucets shall have a maximum flow rate of not
more than 0.5 gallons per minute at 60 psi.
5.303.3.4.2 Kitchen faucets. Kitchen faucets shall have a maximum flow rate of not more than 1.8
gallons per minute at 60 psi. Kitchen faucets may temporarily increase the flow above the maximum rate,
but not to exceed 2.2 gallons per minute at 60 psi, and must default to a maximum flow rate of 1.8 gallons
per minute at 60 psi.
5.303.3.4.3 Wash fountains. Wash fountains shall have a maximum flow rate of not more than1.8
gallons per minute/20 [rim space (inches) at 60 psi].
5.303.3.4.4 Metering faucets. Metering faucets shall not deliver more than 0.20 gallons per cycle.
5.303.3.4.5 Metering faucets for wash fountains. Metering faucets for wash fountains shall have a
maximum flow rate of not more than 0.20 gallons per minute/20 [rim space (inches) at 60 psi].
Note: Where complying faucets are unavailable, aerators or other means may be used to achieve
reduction.
5.303.3.4.6 Pre-rinse spray value
When installed, shall meet the requirements in the California Code of Regulations, Title 20 (Appliance
Efficiency Regulations), Section 1605.1 (h)(4) Table H-2, Section 1605.3 (h)(4)(A), and Section 1607
(d)(7), and shall be equipped with an integral automatic shutoff.
FOR REFERENCE ONLY:The following table and code section have been reprinted from the California
Code of Regulations, Title 20 (Appliance Efficiency Regulations), Section 1605.1 (h)(4) and Section
1605.3 (h)(4)(A).
TABLE H-2
STANDARDS FOR COMMERCIAL PRE-RINSE SPRAY
VALUES MANUFACTURED ON OR AFTER JANUARY 28, 2019
PRODUCT CLASS
[spray force in ounce force (ozf)]MAXIMUM FLOW RATE (gpm)
Product Class 1 (≤1.00
Product Class 2 (> 5.0 ozf and ≤1.20
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5.504.4.3 Paints and coatings. Architectural paints and coatings shall comply with VOC limits in Table 1 of
the ARB Architectural Coatings Suggested Control Measure, as shown in Table 5.504.4.3, unless more
stringent local limits apply. The VOC content limit for coatings that do not meet the definitions for the specialty
coatings categories listed in Table 5.504.4.3 shall be determined by classifying the coating as a Flat, Nonflat
or Nonflat-High Gloss coating, based on its gloss, as defined in Subsections 4.21, 4.36 and 4.37 of the 2007
California Air Resources Board Suggested Control Measure, and the corresponding Flat, Nonflat or
Nonflat-High Gloss VOC limit in Table 5.504.4.3 shall apply.
5.504.4.3.1 Aerosol Paints and coatings. Aerosol paints and coatings shall meet the PWMIR Limits for
ROC in Section 94522(a)(3) and other requirements, including prohibitions on use of certain toxic
compounds and ozone depleting substances, in Sections 94522(c)(2) and (d)(2) of California Code of
Regulations, Title 17, commencing with Section 94520; and in areas under the jurisdiction of the
Bay Area Air Quality Management District additionally comply with the percent VOC by weight of product
limits of Regulation 8 Rule 49.
5.504.4.4.1 Carpet cushion. All carpet cushion installed in the building interior shall meet the
requirements of the California Department of Public Health,"Standard Method for the Testing and
Evaluation of Volatile Organic Chemical Emissions from Indoor Sources Using Environmental
Chambers,"Version 1.2, January 2017 (Emission testing method for California Specifications
01350).
See California Department of Public Health's website for certification programs and testing labs.
https://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx#material
5.504.4.4.2 Carpet adhesive. All carpet adhesive shall meet the requirements of Table 5.504.4.1.
5.504.4.5 Composite wood products. Hardwood plywood, particleboard and medium density fiberboard
composite wood products used on the interior or exterior of the buildings shall meet the requirements for
formaldehyde as specified in ARB's Air Toxics Control Measure (ATCM) for Composite Wood (17 CCR 93120 et
seq.). Those materials not exempted under the ATCM must meet the specified emission limits, as shown in
Table 5.504.4.5.
5.504.4.5.3 Documentation. Verification of compliance with this section shall be provided as
requested by the enforcing agency. Documentation shall include at least one of the following:
1. Product certifications and specifications.
2. Chain of custody certifications.
3. Product labeled and invoiced as meeting the Composite Wood Products regulation (see
CCR, Title 17, Section 93120, et seq.).
4. Exterior grade products marked as meeting the PS-1 or PS-2 standards of the
Engineered Wood Association, the Australian AS/NZS 2269 or European 636 3S
standards.
5. Other methods acceptable to the enforcing agency.
TABLE 5.504.4.1 - ADHESIVE VOC LIMIT1,2
Less Water and Less Exempt Compounds in Grams per Liter
ARCHITECTURAL APPLICATIONS CURRENT VOC LIMIT
INDOOR CARPET ADHESIVES 50
CARPET PAD ADHESIVES 50
OUTDOOR CARPET ADHESIVES 150
WOOD FLOORING ADHESIVES 100
RUBBER FLOOR ADHESIVES 60
SUBFLOOR ADHESIVES 50
CERAMIC TILE ADHESIVES 65
VCT & ASPHALT TILE ADHESIVES 50
DRYWALL & PANEL ADHESIVES 50
COVE BASE ADHESIVES 50
MULTIPURPOSE CONSTRUCTION ADHESIVES 70
STRUCTURAL GLAZING ADHESIVES 100
SINGLE-PLY ROOF MEMBRANE ADHESIVES 250
OTHER ADHESIVES NOT SPECIFICALLY LISTED 50
SPECIALTY APPLICATIONS
PVC WELDING 510
CPVC WELDING 490
ABS WELDING 325
PLASTIC CEMENT WELDING 250
ADHESIVE PRIMER FOR PLASTIC 550
CONTACT ADHESIVE 80
SPECIAL PURPOSE CONTACT ADHESIVE 250
STRUCTURAL WOOD MEMBER ADHESIVE 140
TOP & TRIM ADHESIVE 250
SUBSTRATE SPECIFIC APPLICATIONS
METAL TO METAL 30
PLASTIC FOAMS 50
POROUS MATERIAL (EXCEPT WOOD)50
WOOD 30
FIBERGLASS 80
1. IF AN ADHESIVE IS USED TO BOND DISSIMILAR SUBSTRATES TOGETHER, THE ADHESIVE
WITH THE HIGHEST VOC CONTENT SHALL BE ALLOWED.
2. FOR ADDITIONAL INFORMATION REGARDING METHODS TO MEASURE THE VOC
CONTENT SPECIFIED IN THIS TABLE, SEE SOUTH COAST AIR QUALITY MANAGEMENT
DISTRICT RULE 1168, www.arb.ca.gov/DRDB/SC/CURHTML/R1168.PDF
TABLE 5.504.4.2 - SEALANT VOC LIMIT
Less Water and Less Exempt Compounds in Grams per Liter
SEALANTS CURRENT VOC LIMIT
ARCHITECTURAL 250
MARINE DECK 760
NONMEMBRANE ROOF 300
ROADWAY 250
SINGLE-PLY ROOF MEMBRANE 450
OTHER 420
SEALANT PRIMERS
ARCHITECTURAL
NONPOROUS 250
POROUS 775
MODIFIED BITUMINOUS 500
MARINE DECK 760
OTHER 750
NOTE: FOR ADDITIONAL INFORMATION REGARDING METHODS TO MEASURE THE VOC
CONTENT SPECIFIED IN THESE TABLES, SEE SOUTH COAST AIR QUALITY MANAGEMENT
DISTRICT RULE 1168.
TABLE 5.504.4.3 - CONT.
GRAMS OF VOC PER LITER OF COATING, LESS WATER & LESS EXEMPT COMPOUNDS
COATING CATEGORY CURRENT VOC LIMIT
SPECIALTY COATINGS
ALUMINUM ROOF COATINGS 400
BASEMENT SPECIALTY COATINGS 400
BITUMINOUS ROOF COATINGS 50
BITUMINOUS ROOF PRIMERS 350
BOND BREAKERS 350
CONCRETE CURING COMPOUNDS 350
CONCRETE/MASONRY SEALERS 100
DRIVEWAY SEALERS 50
DRY FOG COATINGS 150
FAUX FINISHING COATINGS 350
FIRE RESISTIVE COATINGS 350
FLOOR COATINGS 100
FORM-RELEASE COMPOUNDS 250
GRAPHIC ARTS COATINGS (SIGN PAINTS)500
HIGH-TEMPERATURE COATINGS 420
INDUSTRIAL MAINTENANCE COATINGS 250
LOW SOLIDS COATINGS1 120
MAGNESITE CEMENT COATINGS 450
MASTIC TEXTURE COATINGS 100
METALLIC PIGMENTED COATINGS 500
MULTICOLOR COATINGS 250
PRETREATMENT WASH PRIMERS 420
PRIMERS, SEALERS, & UNDERCOATERS 100
REACTIVE PENETRATING SEALERS 350
RECYCLED COATINGS 250
ROOF COATINGS 50
RUST PREVENTATIVE COATINGS 250
SHELLACS:
CLEAR 730
OPAQUE 550
SPECIALTY PRIMERS, SEALERS & UNDERCOATERS 100
STAINS 250
STONE CONSOLIDANTS 450
SWIMMING POOL COATINGS 340
TRAFFIC MARKING COATINGS 100
TUB & TILE REFINISH COATINGS 420
WATERPROOFING MEMBRANES 250
WOOD COATINGS 275
WOOD PRESERVATIVES 350
ZINC-RICH PRIMERS 340
1. GRAMS OF VOC PER LITER OF COATING, INCLUDING WATER & EXEMPT COMPOUNDS
2. THE SPECIFIED LIMITS REMAIN IN EFFECT UNLESS REVISED LIMITS ARE LISTED IN SUBSEQUENT COLUMNS IN
THE TABLE.
3. VALUES IN THIS TABLE ARE DERIVED FROM THOSE SPECIFIED BY THE CALIFORNIA AIR RESOURCES BOARD,
ARCHITECTURAL COATINGS SUGGESTED CONTROL MEASURE, FEB. 1, 2008. MORE INFORMATION IS AVAILABLE
FROM THE AIR RESOURCES BOARD.
TABLE 5.504.4.5 - FORMALDEHYDE LIMITS1
MAXIMUM FORMALDEHYDE EMISSIONS IN PARTS PER MILLION
PRODUCT CURRENT LIMIT
HARDWOOD PLYWOOD VENEER CORE 0.05
HARDWOOD PLYWOOD COMPOSITE CORE 0.05
PARTICLE BOARD 0.09
MEDIUM DENSITY FIBERBOARD 0.11
THIN MEDIUM DENSITY FIBERBOARD2 0.13
1. VALUES IN THIS TABLE ARE DERIVED FROM THOSE SPECIFIED BY THE CALIFORNIA AIR RESOURCES BOARD, AIR
TOXICS CONTROL MEASURE FOR COMPOSITE WOOD AS TESTED IN ACCORDANCE WITH ASTM E 1333. FOR
ADDITIONAL INFORMATION, SEE CALIFORNIA CODE OF REGULATIONS, TITLE 17, SECTIONS 93120 THROUGH 93120.12.
2. THIN MEDIUM DENSITY FIBERBOARD HAS A MAXIMUM THICKNESS OF 5/16 INCHES (8 MM).
5.508.2 Supermarket refrigerant leak reduction. New commercial refrigeration systems shall comply with the
provisions of this section when installed in retail food stores 8,000 square feet or more conditioned area, and that
utilize either refrigerated display cases, or walk-in coolers or freezers connected to remote compressor units or
condensing units. The leak reduction measures apply to refrigeration systems containing high-global-warming potential
(high-GWP) refrigerants with a GWP of 150 or greater. New refrigeration systems include both new facilities and the
replacement of existing refrigeration systems in existing facilities.
Exception: Refrigeration systems containing low-global warming potential (low-GWP) refrigerant with a GWP
value less than 150 are not subject to this section. Low-GWP refrigerants are nonozone-depleting refrigerants
that include ammonia, carbon dioxide (CO2), and potentially other refrigerants.
5.508.2.1 Refrigerant piping. Piping compliant with the California Mechanical Code shall be installed to be
accessible for leak protection and repairs. Piping runs using threaded pipe, copper tubing with an outside
diameter (OD) less than 1/4 inch, flared tubing connections and short radius elbows shall not be used in
refrigerant systems except as noted below.
5.508.2.1.1 Threaded pipe. Threaded connections are permitted at the compressor rack.
5.508.2.1.2 Copper pipe. Copper tubing with an OD less than 1/4 inch may be used in systems with a
refrigerant charge of 5 pounds or less.
5.508.2.1.2.1 Anchorage. One-fouth-inch OD tubing shall be securely clamped to a rigid base to
keep vibration levels below 8 mils.
5.508.2.1.3 Flared tubing connections. Double-flared tubing connections may be used for pressure
controls, valve pilot lines and oil.
Exception: Single-flared tubing connections may be used with a multiring seal coated with
industrial sealant suitable for use with refrigerants and tightened in accordance with manufacturer's
recommendations.
5.508.2.1.4 Elbows. Short radius elbows are only permitted where space limitations prohibit use of
long radius elbows.
5.508.2.2 Valves. Valves Valves and fittings shall comply with the California Mechanical Code and as
follows.
5.508.2.2.1 Pressure relief valves. For vessels containing high-GWP refrigerant, a rupture disc shall
be installed between the outlet of the vessel and the inlet of the pressure relief valve.
5.508.2.2.1.1 Pressure detection. A pressure gauge, pressure transducer or other device shall
be installed in the space between the rupture disc and the relief valve inlet to indicate a disc
rupture or discharge of the relief valve.
5.508.2.2.2 Access valves. Only Schrader access valves with a brass or steel body are
permitted for use.
5.508.2.2.2.1 Valve caps. For systems with a refrigerant charge of 5 pounds or more, valve caps
shall be brass or steel and not plastic.
5.508.2.2.2.2 Seal caps. If designed for it, the cap shall have a neoprene O-ring in place.
5.508.2.2.2.2.1 Chain tethers. Chain tethers to fit ovr the stem are required for valves
designed to have seal caps.
Exception: Valves with seal caps that are not removed from the valve during stem
operation.
5.508.2.3 Refrigerated service cases. Refrigerated service cases holding food products containing vinegar and
salt shall have evaporator coils of corrosion-resistant material, such as stainless steel; or be coated to prevent
corrosion from these substances.
5.508.2.3.1 Coil coating. Consideration shall be given to the heat transfer efficiency of coil coating to
maximize energy efficiency.
5.508.2.4 Refrigerant receivers. Refrigerant receivers with capacities greater than 200 pounds shall be fitted
with a device tha indicates the level of refrigerant in the receiver.
5.508.2.5 Pressure testing. The system shall be pressure tested during installation prior to evacuation and
charging.
5.508.2.5.1 Minimum pressure. The system shall be charged with regulated dry nitrogen and
appropriate tracer gas to bring system pressure up to 300 psig minimum.
5.508.2.5.2 Leaks. Check the system for leaks, repair any leaks, and retest for pressure using the same
gauge.
5.508.2.5.3 Allowable pressure change. The system shall stand, unaltered, for 24 hours with no more
than a +/- one pound pressure change from 300 psig, measured with the same gauge.
5.508.2.6 Evacuation. The system shall be evacuated after pressure testing and prior to charging.
5.508.2.6.1 First vacuum. Pull a system vacuum down to at least 1000 microns (+/- 50 microns), and
hold for 30 minutes.
5.508.2.6.2 Second vacuum. Pull a second system vacuum to a minimum of 500 microns and hold for 30
minutes.
5.508.2.6.3 Third vacuum. Pull a third vacuum down to a minimum of 300 microns, and hold for 24 hours
with a maximum drift of 100 microns over a 24-hour period.
CHAPTER 7
INSTALLER & SPECIAL INSPECTOR QUALIFICATIONS
702 QUALIFICATIONS702.1 INSTALLER TRAINING. HVAC system installers shall be trained and certified in the proper
installation of HVAC systems including ducts and equipment by a nationally or regionally recognized training or
certification program. Uncertified persons may perform HVAC installations when under the direct supervision and
responsibility of a person trained and certified to install HVAC systems or contractor licensed to install HVAC systems.
Examples of acceptable HVAC training and certification programs include but are not limited to the following:
1. State certified apprenticeship programs.
2. Public utility training programs.
3. Training programs sponsored by trade, labor or statewide energy consulting or verification organizations.
4. Programs sponsored by manufacturing organizations.
5. Other programs acceptable to the enforcing agency.
702.2 SPECIAL INSPECTION [HCD]. When required by the enforcing agency, the owner or the
responsible entity acting as the owner's agent shall employ one or more special inspectors to provide inspection or
other duties necessary to substantiate compliance with this code. Special inspectors shall demonstrate competence
to the satisfaction of the enforcing agency for the particular type of inspection or task to be performed. In addition to
other certifications or qualifications acceptable to the enforcing agency, the following certifications or education may be
considered by the enforcing agency when evaluating the qualifications of a special inspector:
1. Certification by a national or regional green building program or standard publisher.
2. Certification by a statewide energy consulting or verification organization, such as HERS raters, building
performance contractors, and home energy auditors.
3. Successful completion of a third party apprentice training program in the appropriate trade.
4. Other programs acceptable to the enforcing agency.
Notes:
1. Special inspectors shall be independent entities with no financial interest in the materials or the
project they are inspecting for compliance with this code.
2. HERS raters are special inspectors certified by the California Energy Commission (CEC) to rate
homes in California according to the Home Energy Rating System (HERS).
[BSC-CG] When required by the enforcing agency, the owner or the responsible entity acting as the owner's agent
shall employ one or more special inspectors to provide inspection or other duties necessary to substantiate
compliance with this code. Special inspectors shall demonstrate competence to the satisfaction of the enforcing
agency for the particular type of inspection or task to be performed. In addition, the special inspector shall have a
certification from a recognized state, national or international association, as determined by the local agency. The
area of certification shall be closely related to the primary job function, as determined by the local agency.
Note: Special inspectors shall be independent entities with no financial interest in the materials or the
project they are inspecting for compliance with this code.
703 VERIFICATIONS
703.1 DOCUMENTATION. Documentation used to show compliance with this code shall include but is not limited to,
construction documents, plans, specifications, builder or installer certification, inspection reports, or other methods
acceptable to the enforcing agency which demonstrate substantial conformance. When specific documentation or
special inspection is necessary to verify compliance, that method of compliance will be specified in the appropriate
section or identified applicable checklist.
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
NONRESIDENTIAL MANDATORY MEASURES, SHEET 3 (January 2023)
SECTION 5.505 INDOOR MOISTURE CONTROL
5.505.1 INDOOR MOISTURE CONTROL. Buildings shall meet or exceed the provisions of California Building Code,
CCR, Title 24, Part 2, Sections 1202 (Ventilation) and Chapter 14 (Exterior Walls). For additional measures, see
Section 5.407.2 of this code.
SECTION 5.506 INDOOR AIR QUALITY
5.506.1 OUTSIDE AIR DELIVERY. For mechanically or naturally ventilated spaces in buildings, meet the minimum
requirements of Section 120.1 (Requirements For Ventilation) of the California Energy Code, or the applicable local
code, whichever is more stringent, and Division 1, Chapter 4 of CCR, Title 8.
5.506.2 CARBON DIOXIDE (CO2) MONITORING. For buildings or additions equipped with demand control
ventilation, CO2 sensors and ventilation controls shall be specified and installed in accordance with the requirements
of the California Energy Code, Section 120(c)(4).
5.506.3 Carbon dioxide (CO2) monitoring in classrooms.
(DSA-SS) Each public K-12 school classroom, as listed in Table 120.1-A of the California Energy Code, shall be
equipped with a carbon dioxide monitor or sensor that meets the following requirements:
1.The monitor or sensor shall be permanently affixed in a tamper-proof manner in each classroom between 3 and
6 feet (914 mm and 1829 mm) above the floor and at least 5 feet (1524 mm) away from door and operable
windows.
2.When the monitor or sensor is not integral to an Energy Management Control System (EMCS), the monitor or
sensor shall display the carbon dioxide readings on the device. When the sensor is integral to an EMCS, the
carbon dioxide readings shall be available to and regularly monitored by facility personnel.
3.A monitor shall provide notification though a visual indicator on the monitor when the carbon dioxide levels in the
classroom have exceeded 1,100ppm. A sensor integral to an EMCS shall provide notification to facility
personnel through a visual and/or audible indicator when the carbon dioxide levels in the classroom have
exceeded 1,100ppm.
4.The monitor or sensor shall measure carbon dioxide levels at minimum 15- minute intervals and shall maintain a
record of previous carbon dioxide measurements of not less than 30 days duration.
5.The monitor or sensor used to measure carbon dioxide levels shall have the capacity to measure carbon dioxide
levels with a range of 400ppm to 2000ppm or greater.
6.The monitor or sensor shall be certified by the manufacturer to be accurate within 75ppm at 1,000ppm carbon
dioxide concentration and shall be certified by the manufacturer to require calibration no more frequently than
once every 5 years.
SECTION 5.507 ENVIRONMENTAL COMFORT5.507.4 ACOUSTICAL CONTROL. Employ building assemblies and components with Sound Transmission Class
(STC) values determined in accordance with ASTM E 90 and ASTM E 413, or Outdoor-Indoor Sound Transmission
Class (OITC) determined in accordance with ASTM E 1332, using either the prescriptive or performance method in
Section 5.507.4.1 or 5.507.4.2.
Exception: Buildings with few or no occupants or where occupants are not likely to be affected by exterior
noise, as determined by the enforcement authority, such as factories, stadiums, storage, enclosed parking
structures and utility buildings.
Exception: [DSA-SS] For public schools and community colleges, the requirements of this section and all
subsections apply only to new construction.
5.507.4.1 Exterior noise transmission, prescriptive method. Wall and roof-ceiling assemblies exposed to
the noise source making up the building or addition envelope or altered envelope shall meet a composite STC
rating of at least 50 or a composite OITC rating of no less than 40, with exterior windows of a minimum STC of
40 or OITC of 30 in the following locations:
1. Within the 65 CNEL noise contour of an airport.
Exceptions:
1. Ldn or CNEL for military airports shall be determined by the facility Air Installation Compatible
Land Use Zone (AICUZ) plan.
2. Ldn or CNEL for other airports and heliports for which a land use plan has not been developed
shall be determined by the local general plan noise element.
2. Within the 65 CNEL or Ldn noise contour of a freeway or expressway, railroad, industrial source or
fixed-guideway source as determined by the Noise Element of the General Plan.
5.507.4.1.1. Noise exposure where noise contours are not readily available. Buildings exposed to a
noise level of 65 dB Leq - 1-hr during any hour of operation shall have building, addition or alteration
exterior wall and roof-ceiling assemblies exposed to the noise source meeting a composite STC rating of
at least 45 (or OITC 35), with exterior windows of a minimum STC of 40 (or OITC 30).
5.507.4.2 Performance Method. For buildings located as defined in Section 5.507.4.1 or 5.507.4.1.1, wall and
roof-ceiling assemblies exposed to the noise source making up the building or addition envelope or altered
envelope shall be constructed to provide an interior noise environment attributable to exterior sources that does
not exceed an hourly equivalent noise level (Leq-1Hr) of 50 dBA in occupied areas during any hour of operation.
5.507.4.2.1 Site Features. Exterior features such as sound walls or earth berms may be utilized as
appropriate to the building, addition or alteration project to mitigate sound migration to the interior.
5.507.4.2.2 Documentation of Compliance. An acoustical analysis documenting complying interior
sound levels shall be prepared by personnel approved by the architect or engineer of record.
5.507.4.3 Interior sound transmission. Wall and floor-ceiling assemblies separating tenant spaces and tenant
spaces and public places shall have an STC of at least 40.
Note: Examples of assemblies and their various STC ratings may be found at the California Office of
Noise Control: www.toolbase.org/PDF/CaseStudies/stc_icc_ratings.pdf.
SECTION 5.508 OUTDOOR AIR QUALITY5.508.1 Ozone depletion and greenhouse gas reductions. Installations of HVAC, refrigeration and fire suppression
equipment shall comply with Sections 5.508.1.1 and 5.508.1.2.
5.508.1.1 Chlorofluorocarbons (CFCs). Install HVAC, refrigeration and fire suppression equipment that do not
contain CFCs.
5.508.1.2 Halons. Install HVAC, refrigeration and fire suppression equipment that do not contain Halons.
5.504.4.6 Resilient flooring systems. Where resilient flooring is installed, at least 80 percent of floor area
receiving resilient flooring shall meet the requirements of the California Department of Public Health,"Standard
Method for the Testing and Evaluation of Volatile Organic Chemical Emissions from Indoor Sources Using
Environmental Chambers," Version 1.2, January 2017 (Emission testing method for California Specifications
01350)
See California Department of Public Health's website for certification programs and testing labs.
https://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx#material
5.504.4.6.1 Verification of compliance. Documentation shall be provided verifying that resilient flooring
materials meet the pollutant emission limits.
5.504.4.7 Thermal insulation
Comply with the requirements of the California Department of Public Health, "Standard Method of the Testing
and Evaluation of Volatile Organic Chemical Emissions from Indoor Sources Using Environmental Chambers,
"Version 1.2, January 1.2, January 2017 (Emission testing method for California Specification 01350).
See California Department of Public Health's website for certification programs and testing labs.
https://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx#material
5.504.4.7.1 Verification of compliance.
Documentation shall be provided verifying that thermal insulation materials meet the pollutant emission
limits.
5.504.4.8 Acoustical ceiling and wall panels.
Comply with the requirements of the California Department of Public Health, "Standard Method for the Testing
and Evaluation of Volatile Organic Chemical Emissions from Indoor Sources Using Environmental Chambers, "
Version 1.2, January 2017 (Emission testing method for California Specification 01350).
See California Department of Public Health's website for certification programs and testing labs.
5.504.4.8.1 Verification of compliance. Documentation shall be provided verifying that acoustical
finish materials meet the pollutant emission limits.
5.504.5.3 Filters. In mechanically ventilated buildings, provide regularly occupied areas of the building with air
filtration media for outside and return air that provides at least a Minimum Efficiency Reporting Value (MERV) of
13. MERV 13 filters shall be installed prior to occupancy, and recommendations for maintenance with filters of
the same value shall be included in the operation and maintenance manual.
Exceptions: Existing mechanical equipment.
5.504.5.3.1 Labeling. Installed filters shall be clearly labeled by the manufacturer indicating the MERV
rating.
5.504.7 ENVIRONMENTAL TOBACCO SMOKE (ETS) CONTROL. Where outdoor areas are provided for smoking,
prohibit smoking within 25 feet of building entries, outdoor air intakes and operable windows and within the building as
already prohibited by other laws or regulations; or as enforced by ordinances, regulations or policies of any city,
county, city and county, California Community College, campus of the California State University, or campus of the
University of California, whichever are more stringent. When ordinances, regulations or policies are not in place, post
signage to inform building occupants of the prohibitions.
5.504.4.3.2 Verification. Verification of compliance with this section shall be provided at the request of
the enforcing agency. Documentation may include, but is not limited to, the following:
1. Manufacturer's product specification
2. Field verification of on-site product containers
5.504.4.4 Carpet Systems.
All carpet installed in the building interior shall meet the requirements of the California Department of Public
Health, "Standard Method for the Testing and Evaluation of Volatile Organic Chemical Emissions from Indoor
Sources Using Environmental Chambers." Version 1.2, January 2017 (Emission testing method for California
Specifications 01350).
See California Department of Public Health's website for certification programs and testing labs.
https://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx#material
5.504.4 FINISH MATERIAL POLLUTANT CONTROL. Finish materials shall comply with Sections 5.504.4.1 through
5.504.4.6.
5.504.4.1 Adhesives, sealants and caulks. Adhesives, sealants, and caulks used on the project shall meet
the requirements of the following standards:
1. Adhesives, adhesive bonding primers, adhesive primers, sealants, sealant primers and caulks shall
comply with local or regional air pollution control or air quality management district rules where
applicable, or SCAQMD Rule 1168 VOC limits, as shown in Tables 5.504.4.1 and 5.504.4.2. Such
products also shall comply with the Rule 1168 prohibition on the use of certain toxic compounds
(chloroform, ethylene dichloride, methylene chloride, perchloroethylene and trichloroethylene), except for
aerosol products as specified in subsection 2, below.
2. Aerosol adhesives, and smaller unit sizes of adhesives, and sealant or caulking compounds (in
units of product, less packaging, which do not weigh more than one pound and do not consist of more
than 16 fluid ounces) shall comply with statewide VOC standards and other requirements, including
prohibitions on use of certain toxic compounds, of California Code of Regulations, Title 17, commencing
with Section 94507.
DISCLAIMER:THIS DOCUMENT IS PROVIDED AND INTENDED TO BE USED AS A MEANS TO INDICATE AREAS OF COMPLIANCE WITH THE CALIFORNIA GREEN BUILDING STANDARDS (CALGREEN) CODE. DUE TO THE VARIABLES BETWEEN BUILDING DEPARTMENT JURISDICTIONS, THIS CHECKLIST IS TO BE USED ON AN INDIVIDUAL PROJECT BASIS AND MAY BE MODIFIED BY THE END USER TO MEET THOSE INDIVIDUAL NEEDS. THE END USER ASSUMES ALL RESPONSIBILITY ASSOCIATED WITH THE USE OF THIS DOCUMENT, INCLUDING VERIFICATION WITH THE FULL CODE.
Y N/A Y N/A Y N/A Y N/ARESPON.PARTY RESPON.PARTY RESPON.PARTY RESPON.PARTY
Y = YESN/A =NOT APPLICABLERESPON. PARTY =RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER,
OWNER, CONTRACTOR, INSPECTOR ETC.)
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PROFESSIONAL SEAL
Dr. Al Gonzalez P.E.
DOTec Engineering
424 Jefferson Street
St. Charles, MO 63301
Ph 636-724-9872
Fx 636-724-9032
WWW.DOTECENGINEERING.COM
SHEET NUMBER:
T1.0
PROJECT NUMBER:
DRAWN BY:
CHECKED BY:
FOR CONSTRUCTION
ALG
PR
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SHEET NAME:
PLUMBING TITLE 24
THIS DRAWING IS PRELIMINARY
UNTIL SIGNED AND SEALED BY
THE LICENSED PROFESSIONAL
NOTED BELOW.
THE PROFESSIONAL ENGINEER WAIVES ANY AND ALL RESPONSIBILITY
AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO
FOLLOW THESE PLANS, SPECIFICATIONS AND DESIGN INTENT THEY
CONVEY, OR FOR PROBLEMS WHICH ARISE FROM OTHER'S FAILURE
TO OBTAIN AND OR/ FOLLOW THE PROFESSIONAL ENGINEER
GUIDANCE WITH RESPECT TO ANY ERRORS, OMISSIONS,
INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS WHICH ARE
ALLEGED. BUILDINGS TO BE CONSTRUCTED IN FULL CONFORMANCE
WITH ALL APPLICABLE CODES AND RESTRICTIONS. PROFESSIONAL
ENGINEER TO BE NOTIFIED PRIOR TO CONSTRUCTION IN THE EVENT
OF CODE REVISION OR CHANGES.
#
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STATEOFCALIFORNIA
DomesticWaterHeatingSystem CALIFORNIAENERGYCOMMISSION
CERTIFICATEOFCOMPLIANCE NRCC-PLB-E
ProjectName: RLConstruction ReportPage: (Page3of5)
DatePrepared: 2024-11-18T11:11:19-05:00
GeneratedDate/Time:DocumentationSoftware:EnergyCodeAce
CABuildingEnergyEfficiencyStandards-2022NonresidentialCompliance ReportVersion:2022.0.000
SchemaVersion:rev20220101
ComplianceID:239927-1124-0005
ReportGenerated:2024-11-1808:11:20
F.DOMESTICHOTWATEREQUIPMENT
Thistableisusedtodemonstratecompliancewithmandatoryequipmentrequirementsin110.1and110.3.Compliancewithprescriptiverequirementsin140.5(c)/170.2(d)mustalso
bedemonstratedandwith141.0/180.1/180.2foradditionandalterationscopes.
EquipmentSchedule:WaterHeatingEfficiencyandStandbyLoss
03 04 05 06
System
Name WHUS Exceptionto140.5(c)/
170.2(d)3
ExceptionsDo
NotApply
GasService
WaterHeating
System>=
1MMBtu/h1
Capacity-weighted
AverageEfficiency%
07 08 09 10 11 12 13 14 15
Nameor
ItemTag EquipmentType Volume
(gal)
RatedInput
Capacity
(Btu/h)
MaxGPM/First
HourRating
(FHR)
Rated
Efficiency
Minimum
Efficiency
Required
EfficiencyUnit DesignedStandbyLoss MaximumStandby
Loss
WHUS
ConsumerRated
Electric
Instantaneous(
<=12kW)
<=2 0<=GPM<1.7 0.91 0.91 UEF
1FOOTNOTE:Insystems>=1MMBtu/hwithmultipleunits,gaswaterheaterswithinputcapacity>100,000Btu/hmaymeet90%Etrequirementsviaaninputcapacity-weighted
average.
2FOOTNOTE:CompliantequipmentmaybefoundintheModernizedApplianceEfficiencyDatabaseSystem(MAEDBS)ontheEnergyCommissionwebsite:
https://cacertappliances.energy.ca.gov/Pages/Search/AdvancedSearch.aspx
WaterHeatingEquipmentAllOccupancies
Yes No Not
Applicable Requirement
18 UnfiredstoragetankinsulationshallhaveInternal+External>=R-16ORExternal>=R-3.5.Labelrequiredper110.3(c)3
19 Newstatebuildings60%ofenergyforservicewaterheatingfromsitesolarenergyorrecoveredenergyper110.3(c)5
20 Isolationvalvesforinstantaneouswaterheaterwithinputrating>6.8kBTUHor2kWhasbeenspecifiedper110.3(c)6
21 Schoolbuildings<25,000ft2and<4storiesmustinstallaheatpumpwaterheatingsystemper140.5(a)1.Waterheating
systemsservinganindividualbathroomspacemaybeaninstantaneouselectricwaterheater.
STATEOFCALIFORNIA
DomesticWaterHeatingSystem CALIFORNIAENERGYCOMMISSION
CERTIFICATEOFCOMPLIANCE NRCC-PLB-E
ProjectName: RLConstruction ReportPage: (Page2of5)
DatePrepared: 2024-11-18T11:11:19-05:00
GeneratedDate/Time:DocumentationSoftware:EnergyCodeAce
CABuildingEnergyEfficiencyStandards-2022NonresidentialCompliance ReportVersion:2022.0.000
SchemaVersion:rev20220101
ComplianceID:239927-1124-0005
ReportGenerated:2024-11-1808:11:20
E.ADDITIONALREMARKS
ThistableincludesremarksmadebythepermitapplicanttotheAuthorityHavingJurisdiction.
STATEOFCALIFORNIA
DomesticWaterHeatingSystem CALIFORNIAENERGYCOMMISSION
CERTIFICATEOFCOMPLIANCE NRCC-PLB-E
ProjectName: RLConstruction ReportPage: (Page4of5)
DatePrepared: 2024-11-18T11:11:19-05:00
GeneratedDate/Time:DocumentationSoftware:EnergyCodeAce
CABuildingEnergyEfficiencyStandards-2022NonresidentialCompliance ReportVersion:2022.0.000
SchemaVersion:rev20220101
ComplianceID:239927-1124-0005
ReportGenerated:2024-11-1808:11:20
I.DECLARATIONOFREQUIREDCERTIFICATESOFINSTALLATION
Selectionshavebeenmadebasedoninformationprovidedinthisdocument.Ifanyselectionhavebeenchangedbypermitapplicant,anexplanationshouldbeincludedinTableE.
AdditionalRemarks.Thesedocumentsmustbeprovidedtothebuildinginspectorduringconstructionandcanbefoundonline
Form/Title
NRCI-PLB-E-Mustbesubmittedforallbuildings
J.DECLARATIONOFREQUIREDCERTIFICATESOFACCEPTANCE
Therearenoformsrequiredforthisproject.
K.DECLARATIONOFREQUIREDCERTIFICATESOFVERIFICATION
Therearenoformsrequiredforthisproject.
STATEOFCALIFORNIA
DomesticWaterHeatingSystem CALIFORNIAENERGYCOMMISSION
CERTIFICATEOFCOMPLIANCE NRCC-PLB-E
ProjectName: RLConstruction ReportPage: (Page5of5)
ProjectAddress: DatePrepared: 2024-11-18T11:11:19-05:00
GeneratedDate/Time:DocumentationSoftware:EnergyCodeAce
CABuildingEnergyEfficiencyStandards-2022NonresidentialCompliance ReportVersion:2022.0.000
SchemaVersion:rev20220101
ComplianceID:239927-1124-0005
ReportGenerated:2024-11-1808:11:20
DOCUMENTATIONAUTHOR'SDECLARATIONSTATEMENT
IcertifythatthisCertificateofCompliancedocumentationisaccurateandcomplete.
DocumentationAuthorName:
AbdulLateefMohammed
DocumentationAuthorSignature:
Company:SignatureDate:
Address:CEA/HERSCertificationIdentification(ifapplicable):
City/State/Zip:Phone:
RESPONSIBLEPERSON'SDECLARATIONSTATEMENT
Icertifythefollowingunderpenaltyofperjury,underthelawsoftheStateofCalifornia:
1.TheinformationprovidedonthisCertificateofComplianceistrueandcorrect.
2.IameligibleunderDivision3oftheBusinessandProfessionsCodetoacceptresponsibilityforthebuildingdesignorsystemdesignidentifiedonthisCertificateofCompliance(responsibledesigner)
3.Theenergyfeaturesandperformancespecifications,materials,components,andmanufactureddevicesforthebuildingdesignorsystemdesignidentifiedonthisCertificateofComplianceconformtotherequirements
ofTitle24,Part1andPart6oftheCaliforniaCodeofRegulations.
4.ThebuildingdesignfeaturesorsystemdesignfeaturesidentifiedonthisCertificateofComplianceareconsistentwiththeinformationprovidedonotherapplicablecompliancedocuments,worksheets,calculations,
plansandspecificationssubmittedtotheenforcementagencyforapprovalwiththisbuildingpermitapplication.
5.IwillensurethatacompletedsignedcopyofthisCertificateofComplianceshallbemadeavailablewiththebuildingpermit(s)issuedforthebuilding,andmadeavailabletotheenforcementagencyforallapplicable
inspections.IunderstandthatacompletedsignedcopyofthisCertificateofComplianceisrequiredtobeincludedwiththedocumentationthebuilderprovidestothebuildingowneratoccupancy.
ResponsibleDesignerName:ResponsibleDesignerSignature:
Company:DateSigned:
Address:License:
City/State/Zip:Phone:
GeneratedDate/Time:DocumentationSoftware:EnergyCodeAce
CABuildingEnergyEfficiencyStandards-2022NonresidentialCompliance ReportVersion:2022.0.000
SchemaVersion:rev20220101
ComplianceID:239927-1124-0005
ReportGenerated:2024-11-1808:11:20
STATEOFCALIFORNIA
DomesticWaterHeatingSystem CALIFORNIAENERGYCOMMISSION
CERTIFICATEOFCOMPLIANCE NRCC-PLB-E
Thisdocumentisusedtodemonstratecompliancefornonresidentialoccupancieswithrequirementsin110.1,110.3,120.3,and140.5,andwithrequirementsin141.0foradditionsand
alterations,fordomesticwaterheatingscopesusingtheprescriptivepath.Forhigh-riseresidentialandhotel/moteloccupanciescomplianceisdemonstratedwithrequirementsin
110.1,110.3,160.4and170.2(d),andwithrequirements180.1foradditionsand180.2foralterations.
ProjectName: RLConstruction ReportPage: (Page1of5)
ProjectAddress: DatePrepared: 2024-11-18T11:11:19-05:00
A.GENERALINFORMATION
01 ProjectLocation(city)SantaAna 02 ClimateZone 8
03 OccupancyTypesWithinProject(selectallthatapply):
●AllOtherOccupancies ●CommercialIndustrial
B.PROJECTSCOPE
Thistableincludesdomesticwaterheatingsystemsthatarewithinthescopeofthepermitapplicationandaredemonstratingcomplianceusingtheprescriptivepathsoutlinedin140./
170.2(d)and141.0(a)/180.1,or141.0(b)2N/180.2foradditionsoralterations.SolarwaterheatingsystemsaredocumentedontheNRCC-SABcompliancedocument.Combined
hydronicwaterheatingsystemsaredocumentedontheNRCC-MCHcompliancedocument.
01 02 03
Myprojectconsistsof(checkallthatapply):SystemType1,2 SystemComponents
Newsystem(DHWsystembeinginstalledforthefirsttime)Equipment Distribution Controls
SystemAlteration(equipment,distributionorcontrols)IndividualSystem(servingnonresidentialspaces)Equipment Distribution Controls
1FOOTNOTES:Pointofusewaterheaters,orothernon-centralsystemsusedtoservenonresidentialspaces,areconsideredindividualsystems.
2 Dwellingunitsreferstohotel/motelguestroomsandunitsinamultifamilyresidentialoccupancy.
3 DHWsystemsserving2ormoredwellingunitsareconsidered"CentralSystems"formultifamilyoccupancies
C.COMPLIANCERESULTS
TableCwillindicateiftheprojectdatainputintothecompliancedocumentiscompliantwithwaterheatingrequirements.Ifthistablesays"DOESNOTCOMPLY"or"COMPLIESwith
ExceptionalConditions"refertoTableD.orthetableindicatedasnotcompliantforguidance.
01 02 03 04
DomesticHotWaterEquipment DistributionSystems Controls ComplianceResults
TableF TableG TableH
Yes COMPLIES
D.EXCEPTIONALCONDITIONS
Thistableisauto-filledwithuneditablecommentsbecauseofselectionsmadeordataenteredintablesthroughouttheform.
09/30/2026
01/20/2025
Ildefonso Gonzalez P.E. PhD
DOTec Engineering 01/20/2025
424 Jefferson St M35071
Saint Charles, MO 63301 6367249872
3201 S Halladay St
5/5/2025
2401027
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Dr. Al Gonzalez P.E.
DOTec Engineering
424 Jefferson Street
St. Charles, MO 63301
Ph 636-724-9872
Fx 636-724-9032
WWW.DOTECENGINEERING.COM
SHEET NUMBER:
T1.1
PROJECT NUMBER:
DRAWN BY:
CHECKED BY:
FOR CONSTRUCTION
ALG
PR
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:
CL
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:
DATE:
SHEET NAME:
LIGHTING TITLE 24
THIS DRAWING IS PRELIMINARY
UNTIL SIGNED AND SEALED BY
THE LICENSED PROFESSIONAL
NOTED BELOW.
THE PROFESSIONAL ENGINEER WAIVES ANY AND ALL RESPONSIBILITY
AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO
FOLLOW THESE PLANS, SPECIFICATIONS AND DESIGN INTENT THEY
CONVEY, OR FOR PROBLEMS WHICH ARISE FROM OTHER'S FAILURE
TO OBTAIN AND OR/ FOLLOW THE PROFESSIONAL ENGINEER
GUIDANCE WITH RESPECT TO ANY ERRORS, OMISSIONS,
INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS WHICH ARE
ALLEGED. BUILDINGS TO BE CONSTRUCTED IN FULL CONFORMANCE
WITH ALL APPLICABLE CODES AND RESTRICTIONS. PROFESSIONAL
ENGINEER TO BE NOTIFIED PRIOR TO CONSTRUCTION IN THE EVENT
OF CODE REVISION OR CHANGES.
#
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ADMIN@DOTECENGINEERING.COM
09/30/2026
01/20/2025
Ildefonso Gonzalez P.E. PhD
DOTec Engineering 01/20/2025
424 Jefferson St M35071
Saint Charles, MO 63301 6367249872
3201 S Halladay St
5/5/2025
2401027
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03-19-2024
--
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PROFESSIONAL SEAL
Dr. Al Gonzalez P.E.
DOTec Engineering
424 Jefferson Street
St. Charles, MO 63301
Ph 636-724-9872
Fx 636-724-9032
WWW.DOTECENGINEERING.COM
SHEET NUMBER:
T1.2
PROJECT NUMBER:
DRAWN BY:
CHECKED BY:
FOR CONSTRUCTION
ALG
PR
O
J
E
C
T
:
CL
I
E
N
T
:
DATE:
SHEET NAME:
MECHANICAL TITLE 24
THIS DRAWING IS PRELIMINARY
UNTIL SIGNED AND SEALED BY
THE LICENSED PROFESSIONAL
NOTED BELOW.
THE PROFESSIONAL ENGINEER WAIVES ANY AND ALL RESPONSIBILITY
AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO
FOLLOW THESE PLANS, SPECIFICATIONS AND DESIGN INTENT THEY
CONVEY, OR FOR PROBLEMS WHICH ARISE FROM OTHER'S FAILURE
TO OBTAIN AND OR/ FOLLOW THE PROFESSIONAL ENGINEER
GUIDANCE WITH RESPECT TO ANY ERRORS, OMISSIONS,
INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS WHICH ARE
ALLEGED. BUILDINGS TO BE CONSTRUCTED IN FULL CONFORMANCE
WITH ALL APPLICABLE CODES AND RESTRICTIONS. PROFESSIONAL
ENGINEER TO BE NOTIFIED PRIOR TO CONSTRUCTION IN THE EVENT
OF CODE REVISION OR CHANGES.
#
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09/30/2026
01/20/2025
Ildefonso Gonzalez P.E. PhD
DOTec Engineering 01/20/2025
424 Jefferson St M35071
Saint Charles, MO 63301 6367249872
3201 S Halladay St
5/5/2025
3201 S Halladay St
5/5/2025
3201 S Halladay St
5/5/2025
1
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DOTec Engineering
424 Jefferson Street
St. Charles, MO 63301
Ph 636-724-9872
Fx 636-724-9032
WWW.DOTECENGINEERING.COM
ALG@DOTECENGINEERING.COM
SHEET NUMBER:
E0.2
PROJECT NUMBER:
DRAWN BY:
CHECKED BY:
FOR CONSTRUCTION
ALG
PR
O
J
E
C
T
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CL
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DATE:
SHEET NAME:
PANEL SCHEDULES
PART 2
THIS DRAWING IS PRELIMINARY
UNTIL SIGNED AND SEALED BY
THE LICENSED PROFESSIONAL
NOTED BELOW.
THE PROFESSIONAL ENGINEER WAIVES ANY AND ALL RESPONSIBILITY
AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO
FOLLOW THESE PLANS, SPECIFICATIONS AND DESIGN INTENT THEY
CONVEY, OR FOR PROBLEMS WHICH ARISE FROM OTHER'S FAILURE
TO OBTAIN AND OR/ FOLLOW THE PROFESSIONAL ENGINEER
GUIDANCE WITH RESPECT TO ANY ERRORS, OMISSIONS,
INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS WHICH ARE
ALLEGED. BUILDINGS TO BE CONSTRUCTED IN FULL CONFORMANCE
WITH ALL APPLICABLE CODES AND RESTRICTIONS. PROFESSIONAL
ENGINEER TO BE NOTIFIED PRIOR TO CONSTRUCTION IN THE EVENT
OF CODE REVISION OR CHANGES.
#
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3201 S Halladay St
5/5/2025
1
1
2401027
DOTEC MEP
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03-19-2024
PROFESSIONAL SEAL
Dr. Al Gonzalez P.E.
DOTec Engineering
424 Jefferson Street
St. Charles, MO 63301
Ph 636-724-9872
Fx 636-724-9032
WWW.DOTECENGINEERING.COM
ALG@DOTECENGINEERING.COM
SHEET NUMBER:
E0.3
PROJECT NUMBER:
DRAWN BY:
CHECKED BY:
FOR CONSTRUCTION
ALG
PR
O
J
E
C
T
:
CL
I
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N
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DATE:
SHEET NAME:
PANEL SCHEDULES
PART 3
THIS DRAWING IS PRELIMINARY
UNTIL SIGNED AND SEALED BY
THE LICENSED PROFESSIONAL
NOTED BELOW.
THE PROFESSIONAL ENGINEER WAIVES ANY AND ALL RESPONSIBILITY
AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO
FOLLOW THESE PLANS, SPECIFICATIONS AND DESIGN INTENT THEY
CONVEY, OR FOR PROBLEMS WHICH ARISE FROM OTHER'S FAILURE
TO OBTAIN AND OR/ FOLLOW THE PROFESSIONAL ENGINEER
GUIDANCE WITH RESPECT TO ANY ERRORS, OMISSIONS,
INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS WHICH ARE
ALLEGED. BUILDINGS TO BE CONSTRUCTED IN FULL CONFORMANCE
WITH ALL APPLICABLE CODES AND RESTRICTIONS. PROFESSIONAL
ENGINEER TO BE NOTIFIED PRIOR TO CONSTRUCTION IN THE EVENT
OF CODE REVISION OR CHANGES.
#
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3201 S Halladay St
5/5/2025
E0.3.1
3201 S Halladay St
5/5/2025
M
LOCAL UTILITY
INCOMING CONNECTION
1200A
277/480V
3Ø
EXISTING
'MDP' PANEL 1200A
EXISTING GEC TO REMAIN
125A
277/480V
3Ø
'LA' PANEL 125A2G CU GEC
112.5KVA
480/277V
208Y/120V
112.5KVA XFMR
(2 SETS)4#3/0 CU
1#1/0 GROUND
2.5" EMT
200A
120/208V
3Ø
'LPA' PANEL 200A
2G CU GEC
200A
120/208V
3Ø
'LPB' PANEL 200A
2G CU GEC
400A
277/480V
3Ø
'HPA' PANEL 400A
2G CU GEC
400A
277/480V
3Ø
'HPB' PANEL 400A
2G CU GEC
2SET 4#3/0 CU, 1#6G GROUND
2" EMT
3#3/0 CU, 1#6 GROUND
1.5" EMT
EXISTING SERVICE
ENTRANCE TO REMAIN
75KVA
480/277V
208Y/120V
75KVA XFMR
200A
120/208V
3Ø
'LPD' PANEL 200A
2G CU GEC
200A
120/208V
3Ø
'LPC PANEL 200A
2G CU GEC
(2 SETS)4#3/0 CU, 1#2 GROUND
2" EMT
3#1CU, 1#6 GROUND
1.5" EMT
150A
277/480V
3Ø
'HPC' PANEL 150A
6G CU GEC
2/0 CU TO GEC
2/0 CU TO GEC
(1 SETS) 4#2/0G CU, 1#4 GROUND
1.5" EMT
(1 SETS) 4#2/0G CU, 1#4 GROUND
1.5" EMT
1
1
1
4
1
1
UPSTAIRS66 CIRCUIT PANEL
HVAC'S&
DEHUMIDIFIERS
66 CIRCUIT PANEL
LIGHTS-VEG RM
FLWR RM 2& FLWR RM 3
LIGHTS
FLOWER RM 1
400A
120/208V
3Ø
'XFR' PANEL 400A
100A DISCONNECT
(1SETS)4#4/0 CU, 1#4 GROUND
2" EMT 1
200A DISCONNECT
2401027
DOTEC MEP
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03-19-2024
PROFESSIONAL SEAL
Dr. Al Gonzalez P.E.DOTec Engineering424 Jefferson StreetSt. Charles, MO 63301Ph 636-724-9872
Fx 636-724-9032
WWW.DOTECENGINEERING.COM
ALG@DOTECENGINEERING.COM
SHEET NUMBER:E0.4
PROJECT NUMBER:
DRAWN BY:
CHECKED BY:
FOR CONSTRUCTION
PR
O
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E
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T
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CL
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DATE:
SHEET NAME:
SLD
THIS DRAWING IS PRELIMINARY
UNTIL SIGNED AND SEALED BY
THE LICENSED PROFESSIONAL
NOTED BELOW.
THE PROFESSIONAL ENGINEER WAIVES ANY AND ALL RESPONSIBILITY
AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO
FOLLOW THESE PLANS, SPECIFICATIONS AND DESIGN INTENT THEY
CONVEY, OR FOR PROBLEMS WHICH ARISE FROM OTHER'S FAILURE
TO OBTAIN AND OR/ FOLLOW THE PROFESSIONAL ENGINEER
GUIDANCE WITH RESPECT TO ANY ERRORS, OMISSIONS,
INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS WHICH ARE
ALLEGED. BUILDINGS TO BE CONSTRUCTED IN FULL CONFORMANCE
WITH ALL APPLICABLE CODES AND RESTRICTIONS. PROFESSIONAL
ENGINEER TO BE NOTIFIED PRIOR TO CONSTRUCTION IN THE EVENT
OF CODE REVISION OR CHANGES.
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SINGLE LINE DIAGRAM1
SINGLE LINE NOTES:
1.ALL CABLE AND CONDUIT RUNS ASSUME SHORT RUNS. INCREASE CABLE
AND CONDUIT SIZE AS NEEDED TO MAINTAIN <3% VOLTAGE DROP.
2.ALL XFMRS MUST BE GROUNDED DIRECTLY TO SERVICE GEC SYSTEM.
FAULT CURRENT NOTES:
THE AMOUNT OF AVAILABLE FAULT CURRENT FROM THE UTILITY COMPANY AND TRANSFORMER LOCATION WAS NOT KNOWN TO
DOTEC CORP. DURING THE DESIGN PHASE. THE DRAWINGS ASSUME VALUES AND DISTANCES BASED UPON THE SITE LAYOUT AND
BUSSMAN METHODS.
PRIOR TO SUBMITTING POWER DISTRIBUTION EQUIPMENT PRODUCT DATA FOR REVIEW, THE ELECTRICAL CONTRACTOR SHALL
CONTACT THE UTILITY COMPANY TO VERIFY THE FAULT CURRENT VALUES AVAILABLE FROM THE UTILITY COMPANY AND SUBMIT THE
UTILITY COMPANY FAULT CURRENT INFORMATION TO THE ENGINEER FOR REVIEW AND EVALUATION.
AFTER THE UTILITY FAULT CURRENT INFORMATION HAS BEEN REVIEWED AND EVALUATED BY THE ENGINEER, ANY REVISIONS TO THE
BASIS OF DESIGN AIC VALUES IDENTIFIED ON THE DRAWINGS THAT MAY BE REQUIRED BASED ON THE FAULT CURRENT INFORMATION
RECEIVED FROM THE UTILITY COMPANY SHALL BE COMMUNICATED TO THE ELECTRICAL CONTRACTOR.
CONTRACTOR SHALL NOT SUBMIT THE POWER DISTRIBUTION EQUIPMENT FOR REVIEW OR ORDER THE POWER DISTRIBUTION
EQUIPMENT UNTIL THE FAULT CURRENT INFORMATION FROM THE UTILITY COMPANY HAS BEEN SUBMITTED TO THE ENGINEER BY
THE CONTRACTOR AND THE ENGINEER HAS EVALUATED THE INFORMATION AND PROVIDED FINAL DIRECTION REGARDING THE AIC
RATING OF THE POWER DISTRIBUTION EQUIPMENT.
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(2 SETS)4#3/0 CU
1#1/0 GROUND
2.5" EMT
3201 S Halladay St
5/5/2025
HALLWAY HALLWAY
OFFICE-6
TRIM &CURE ROOM
ELE RM
R/O WATERROOM &NUTRIENTS
ENTRYCHEK-IN
LOBBY
VEG ROOM
FLOWER ROOM #3
FLOWER ROOM #2
FLOWER ROOM #1
EMPLOYEE
BATHRM 1LOUNGE
FRIDG
BATHRM 2
GF
C
I
GF
C
I
GF
C
I
GF
C
I
GF
C
I
GF
C
I
GF
C
I
GFCI
GF
C
I
GF
C
I
GF
C
I
GF
C
I
GFCI
GFCI GFCI
GFCI
GFCI
GF
C
I
GF
C
I
GF
C
I
GF
C
I
GF
C
I
GF
C
I
GF
C
I
GF
C
I
GF
C
I
GF
C
I
GF
C
I
GFCIGFCI
GFCI GFCI GFCI GFCI
GF
C
I
GF
C
I
GF
C
I
GFCI GFCI GFCI GFCI
GF
C
I
GF
C
I
GF
C
I
GFCI GFCI GFCI GFCI
GFCI GFCI GFCI GFCI
GF
C
I
GF
C
I
GF
C
I
GF
C
I
GF
C
I
GF
C
I
GF
C
I
GF
C
I
GF
C
I
GFCI GFCI GFCI GFCI
GF
C
I
PP-LD6
PP-LD4
PP-LD2
PP-LPA30
PP-LPA8
PP-LPA10
PP-LPA2
PP-LPA6
PP-LPA4
PP-LPA12
PP-LPA3
PP-LPA1
PP-LD10
PP-LD12
PP-LPA5 PP-LPA7
PP-LPA9
PP-LPB3 PP-LPB5
PP-LPB1
NEMA 3R
75KVA
XFMR
WH
U
S
-
2
WH
U
S
-
3
WH
U
S
-
1
J JJ
PP-LPA14
PP-LPA16 PP-LPA18
SW
B
MD
P
NEMA 3R
112KVA
XFMR
PP-HPB
PP-HPA
PP-LA
PP-LPA
PP-LPD
PP-LPB
PP-XFR
200A-DISCONNECT
FOR 112KVA
100A-DISCONNECT
FOR 75KVA
DATA RECEPTACLE
POWER LEGEND
2 POLE HOME RUN
120V DUPLEX RECEPTACLE
120V GFCI RECEPTACLE
1 POLE HOME RUN
240V APPLIANCE OUTLET
120V QUAD RECEPTACLE
3 POLE HOME RUN
120V QUAD GFCI RECEPTACLE
120V GFCI FLOOR RECEPTACLE
120V GFCI QUAD
FLOOR RECEPTACLE
ELECTRICAL PANEL
120V DROP-CORD RECEPTACLE
JUNCTION BOX
SMOKE DETECTOR
USB RECEPTACLE
GFCI
GFCI
GFCI
GFCI
WP
USB
J
S
WEATHER-PROOF GFCI WITH
'IN-USE' COVER
SWITCH
3-WAY SWITCH
EXTERIOR SCONCE
EXHAUST FAN
RECESSED CAN LIGHT
OCCUPANCY SENSOR SWITCH
60 MINUTE TIMER SWITCH
EMERGENCY LIGHT W/ SIGN
EMERGENCY LIGHT
EXTERIOR WALL PACK LIGHT
SWITCH BANK (SEE DETAIL)
LINEAR CEILING LIGHT
PENDANT LIGHT
FAN SWITCH
VANITY LIGHT FIXTURE
4-WAY SWITCH
LIGHTING LEGEND
3
4
F
OS
T
SB
EXHAUST FAN W/ LIGHT
OS CEILING MOUNTED
OCCUPANCY SENSOR
SMALL GROW LIGHT TAG 'G'G
LARGE GROW LIGHT
HIGH-BAY LIGHT FIXTURE
2401027
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2
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03-19-2024
PROFESSIONAL SEAL
Dr. Al Gonzalez P.E.DOTec Engineering424 Jefferson StreetSt. Charles, MO 63301
Ph 636-724-9872
Fx 636-724-9032
WWW.DOTECENGINEERING.COM
ALG@DOTECENGINEERING.COM
SHEET NUMBER:
E1.0
PROJECT NUMBER:
DRAWN BY:
CHECKED BY:
FOR CONSTRUCTION
ALG
PR
O
J
E
C
T
:
CL
I
E
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T
:
DATE:
SHEET NAME:
FIRST FLOOR POWER
PLAN
THIS DRAWING IS PRELIMINARY
UNTIL SIGNED AND SEALED BY
THE LICENSED PROFESSIONAL
NOTED BELOW.
THE PROFESSIONAL ENGINEER WAIVES ANY AND ALL RESPONSIBILITY
AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO
FOLLOW THESE PLANS, SPECIFICATIONS AND DESIGN INTENT THEY
CONVEY, OR FOR PROBLEMS WHICH ARISE FROM OTHER'S FAILURE
TO OBTAIN AND OR/ FOLLOW THE PROFESSIONAL ENGINEER
GUIDANCE WITH RESPECT TO ANY ERRORS, OMISSIONS,
INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS WHICH ARE
ALLEGED. BUILDINGS TO BE CONSTRUCTED IN FULL CONFORMANCE
WITH ALL APPLICABLE CODES AND RESTRICTIONS. PROFESSIONAL
ENGINEER TO BE NOTIFIED PRIOR TO CONSTRUCTION IN THE EVENT
OF CODE REVISION OR CHANGES.
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SCALE: 1/4"=1'-0"
FIRST FLOOR POWER PLAN1
GENERAL PLAN NOTES:
1.FIELD VERIFY HVAC REQUIREMENTS WITH MANUFACTURER
2.FIELD VERIFY EXISTING CONDITIONS BEFORE INSTALLATION.
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3201 S Halladay St
5/5/2025
1ST FLOOR
BELOW
DRY STORAGE
ROOM
FLOWER ROOM #4
STORAGEROOM
SE
C
U
R
I
T
Y
&
IT
R
O
O
M
GFCI GFCI GFCI
GF
C
I
GF
C
I
GF
C
I
GF
C
I
GFCI
GF
C
I
GFCI GFCI
GF
C
I
GF
C
I
GF
C
I
PP-LPC1
PP-LPC5
PP-LPC4
PP-LPC18
PP-LPC2
PP-LPC PP-HPC
IU
-
O
F
-
1
IU
-
V
G
-
2
IU-R3-1
IU-04-2
1800
IU-04-1
1800
CS
-
1
EF
-
0
2
16
0
0
C
F
M
IU-R3-2
DATA RECEPTACLE
POWER LEGEND
2 POLE HOME RUN
120V DUPLEX RECEPTACLE
120V GFCI RECEPTACLE
1 POLE HOME RUN
240V APPLIANCE OUTLET
120V QUAD RECEPTACLE
3 POLE HOME RUN
120V QUAD GFCI RECEPTACLE
120V GFCI FLOOR RECEPTACLE
120V GFCI QUAD
FLOOR RECEPTACLE
ELECTRICAL PANEL
120V DROP-CORD RECEPTACLE
JUNCTION BOX
SMOKE DETECTOR
USB RECEPTACLE
GFCI
GFCI
GFCI
GFCI
WP
USB
J
S
WEATHER-PROOF GFCI WITH
'IN-USE' COVER
SWITCH
3-WAY SWITCH
EXTERIOR SCONCE
EXHAUST FAN
RECESSED CAN LIGHT
OCCUPANCY SENSOR SWITCH
60 MINUTE TIMER SWITCH
EMERGENCY LIGHT W/ SIGN
EMERGENCY LIGHT
EXTERIOR WALL PACK LIGHT
SWITCH BANK (SEE DETAIL)
LINEAR CEILING LIGHT
PENDANT LIGHT
FAN SWITCH
VANITY LIGHT FIXTURE
4-WAY SWITCH
LIGHTING LEGEND
3
4
F
OS
T
SB
EXHAUST FAN W/ LIGHT
OS CEILING MOUNTED
OCCUPANCY SENSOR
SMALL GROW LIGHT TAG 'G'G
LARGE GROW LIGHT
HIGH-BAY LIGHT FIXTURE
2401027
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C
A
9
2
7
0
5
03-19-2024
PROFESSIONAL SEAL
Dr. Al Gonzalez P.E.
DOTec Engineering
424 Jefferson Street
St. Charles, MO 63301
Ph 636-724-9872
Fx 636-724-9032
WWW.DOTECENGINEERING.COM
ALG@DOTECENGINEERING.COM
SHEET NUMBER:
E1.1
PROJECT NUMBER:
DRAWN BY:
CHECKED BY:
FOR CONSTRUCTION
ALG
PR
O
J
E
C
T
:
CL
I
E
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T
:
DATE:
SHEET NAME:
SECOND FLOOR POWER
PLAN
THIS DRAWING IS PRELIMINARY
UNTIL SIGNED AND SEALED BY
THE LICENSED PROFESSIONAL
NOTED BELOW.
THE PROFESSIONAL ENGINEER WAIVES ANY AND ALL RESPONSIBILITY
AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO
FOLLOW THESE PLANS, SPECIFICATIONS AND DESIGN INTENT THEY
CONVEY, OR FOR PROBLEMS WHICH ARISE FROM OTHER'S FAILURE
TO OBTAIN AND OR/ FOLLOW THE PROFESSIONAL ENGINEER
GUIDANCE WITH RESPECT TO ANY ERRORS, OMISSIONS,
INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS WHICH ARE
ALLEGED. BUILDINGS TO BE CONSTRUCTED IN FULL CONFORMANCE
WITH ALL APPLICABLE CODES AND RESTRICTIONS. PROFESSIONAL
ENGINEER TO BE NOTIFIED PRIOR TO CONSTRUCTION IN THE EVENT
OF CODE REVISION OR CHANGES.
#
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SCALE: 1/4"=1'-0"
SECOND FLOOR POWER PLAN1
GENERAL PLAN NOTES:
1.FIELD VERIFY HVAC REQUIREMENTS WITH MANUFACTURER
2.FIELD VERIFY EXISTING CONDITIONS BEFORE INSTALLATION.
1
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4
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3201 S Halladay St
5/5/2025
DATA RECEPTACLE
POWER LEGEND
2 POLE HOME RUN
120V DUPLEX RECEPTACLE
120V GFCI RECEPTACLE
1 POLE HOME RUN
240V APPLIANCE OUTLET
120V QUAD RECEPTACLE
3 POLE HOME RUN
120V QUAD GFCI RECEPTACLE
120V GFCI FLOOR RECEPTACLE
120V GFCI QUAD
FLOOR RECEPTACLE
ELECTRICAL PANEL
120V DROP-CORD RECEPTACLE
JUNCTION BOX
SMOKE DETECTOR
USB RECEPTACLE
GFCI
GFCI
GFCI
GFCI
WP
USB
J
S
WEATHER-PROOF GFCI WITH
'IN-USE' COVER
SWITCH
3-WAY SWITCH
EXTERIOR SCONCE
EXHAUST FAN
RECESSED CAN LIGHT
OCCUPANCY SENSOR SWITCH
60 MINUTE TIMER SWITCH
EMERGENCY LIGHT W/ SIGN
EMERGENCY LIGHT
EXTERIOR WALL PACK LIGHT
SWITCH BANK (SEE DETAIL)
LINEAR CEILING LIGHT
PENDANT LIGHT
FAN SWITCH
VANITY LIGHT FIXTURE
4-WAY SWITCH
LIGHTING LEGEND
3
4
F
OS
T
SB
EXHAUST FAN W/ LIGHT
OS CEILING MOUNTED
OCCUPANCY SENSOR
SMALL GROW LIGHT TAG 'G'G
LARGE GROW LIGHT
HIGH-BAY LIGHT FIXTURE
OS
OS
OS
OS
OS OS
OS OS OS
OS
3
OS
OS
OS
OS
PP-LPA20
PP-LPB2
PP-LPA26PP-LPA26PP-LPA26
PP-LPA13
PP-LPA26
PP-LPA26
PP-LPD3
PP-LPD3
PP-LPA26
PP-LPA26
PP-LPA26
PP-LPA26
PP-LPD3
PP-LPA22 - DAYLIGHT SENSOR
A A
A AA
AA
A
A A
AA
A A
A A
A
A
A A
A
A
A A
A
A
A A
A A
A
A
B B B B BB
B
C C
CC
C C
CC
C
C
CC
C C
E
E
EE
E
E
E E
F F
F
F
F
F
F
C
2401027
DOTEC MEP
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32
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SA
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A
A
N
A
,
C
A
9
2
7
0
5
03-19-2024
PROFESSIONAL SEAL
Dr. Al Gonzalez P.E.
DOTec Engineering
424 Jefferson Street
St. Charles, MO 63301
Ph 636-724-9872
Fx 636-724-9032
WWW.DOTECENGINEERING.COM
ALG@DOTECENGINEERING.COM
SHEET NUMBER:
E2.0
PROJECT NUMBER:
DRAWN BY:
CHECKED BY:
FOR CONSTRUCTION
ALG
PR
O
J
E
C
T
:
CL
I
E
N
T
:
DATE:
SHEET NAME:
FIRST FLOOR GENERAL
LIGHTING PLAN
THIS DRAWING IS PRELIMINARY
UNTIL SIGNED AND SEALED BY
THE LICENSED PROFESSIONAL
NOTED BELOW.
THE PROFESSIONAL ENGINEER WAIVES ANY AND ALL RESPONSIBILITY
AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO
FOLLOW THESE PLANS, SPECIFICATIONS AND DESIGN INTENT THEY
CONVEY, OR FOR PROBLEMS WHICH ARISE FROM OTHER'S FAILURE
TO OBTAIN AND OR/ FOLLOW THE PROFESSIONAL ENGINEER
GUIDANCE WITH RESPECT TO ANY ERRORS, OMISSIONS,
INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS WHICH ARE
ALLEGED. BUILDINGS TO BE CONSTRUCTED IN FULL CONFORMANCE
WITH ALL APPLICABLE CODES AND RESTRICTIONS. PROFESSIONAL
ENGINEER TO BE NOTIFIED PRIOR TO CONSTRUCTION IN THE EVENT
OF CODE REVISION OR CHANGES.
#
RE
V
I
S
I
O
N
D
A
T
E
DE
S
C
R
I
P
T
I
O
N
GENERAL PLAN NOTES:
1.FIELD VERIFY EXISTING CONDITIONS BEFORE INSTALLATION.SCALE: 1/4"=1'-0"
FIRST FLOOR GENERAL LIGHTING PLAN1
1
12
/
1
7
/
2
4
AH
J
C
O
M
M
E
N
T
R
E
V
2
2/
1
4
/
2
5
AH
J
C
O
M
M
E
N
T
R
E
V
3201 S Halladay St
5/5/2025
OS
OS3
OS
OS
OS
3
3
PP-LC1
PP-LC1
PP-LC1
PP-LC1
PP-LC1
DATA RECEPTACLE
POWER LEGEND
2 POLE HOME RUN
120V DUPLEX RECEPTACLE
120V GFCI RECEPTACLE
1 POLE HOME RUN
240V APPLIANCE OUTLET
120V QUAD RECEPTACLE
3 POLE HOME RUN
120V QUAD GFCI RECEPTACLE
120V GFCI FLOOR RECEPTACLE
120V GFCI QUAD
FLOOR RECEPTACLE
ELECTRICAL PANEL
120V DROP-CORD RECEPTACLE
JUNCTION BOX
SMOKE DETECTOR
USB RECEPTACLE
GFCI
GFCI
GFCI
GFCI
WP
USB
J
S
WEATHER-PROOF GFCI WITH
'IN-USE' COVER
SWITCH
3-WAY SWITCH
EXTERIOR SCONCE
EXHAUST FAN
RECESSED CAN LIGHT
OCCUPANCY SENSOR SWITCH
60 MINUTE TIMER SWITCH
EMERGENCY LIGHT W/ SIGN
EMERGENCY LIGHT
EXTERIOR WALL PACK LIGHT
SWITCH BANK (SEE DETAIL)
LINEAR CEILING LIGHT
PENDANT LIGHT
FAN SWITCH
VANITY LIGHT FIXTURE
4-WAY SWITCH
LIGHTING LEGEND
3
4
F
OS
T
SB
EXHAUST FAN W/ LIGHT
OS CEILING MOUNTED
OCCUPANCY SENSOR
SMALL GROW LIGHT TAG 'G'G
LARGE GROW LIGHT
HIGH-BAY LIGHT FIXTURE
2401027
DOTEC MEP
SN
I
P
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C
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O
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,
32
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A
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9
2
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5
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3
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A
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,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
5
03-19-2024
PROFESSIONAL SEAL
Dr. Al Gonzalez P.E.
DOTec Engineering
424 Jefferson Street
St. Charles, MO 63301
Ph 636-724-9872
Fx 636-724-9032
WWW.DOTECENGINEERING.COM
ALG@DOTECENGINEERING.COM
SHEET NUMBER:
E2.1
PROJECT NUMBER:
DRAWN BY:
CHECKED BY:
FOR CONSTRUCTION
ALG
PR
O
J
E
C
T
:
CL
I
E
N
T
:
DATE:
SHEET NAME:
SECOND FLOOR
GENERAL LIGHTING
PLAN
THIS DRAWING IS PRELIMINARY
UNTIL SIGNED AND SEALED BY
THE LICENSED PROFESSIONAL
NOTED BELOW.
THE PROFESSIONAL ENGINEER WAIVES ANY AND ALL RESPONSIBILITY
AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO
FOLLOW THESE PLANS, SPECIFICATIONS AND DESIGN INTENT THEY
CONVEY, OR FOR PROBLEMS WHICH ARISE FROM OTHER'S FAILURE
TO OBTAIN AND OR/ FOLLOW THE PROFESSIONAL ENGINEER
GUIDANCE WITH RESPECT TO ANY ERRORS, OMISSIONS,
INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS WHICH ARE
ALLEGED. BUILDINGS TO BE CONSTRUCTED IN FULL CONFORMANCE
WITH ALL APPLICABLE CODES AND RESTRICTIONS. PROFESSIONAL
ENGINEER TO BE NOTIFIED PRIOR TO CONSTRUCTION IN THE EVENT
OF CODE REVISION OR CHANGES.
#
RE
V
I
S
I
O
N
D
A
T
E
DE
S
C
R
I
P
T
I
O
N
SCALE: 1/4"=1'-0"
SECOND FLOOR GENERAL LIGHTING PLAN1
GENERAL PLAN NOTES:
1.FIELD VERIFY EXISTING CONDITIONS BEFORE INSTALLATION.
1
12
/
1
7
/
2
4
AH
J
C
O
M
M
E
N
T
R
E
V
2
2/
1
4
/
2
5
AH
J
C
O
M
M
E
N
T
R
E
V
3201 S Halladay St
5/5/2025
DATA RECEPTACLE
POWER LEGEND
2 POLE HOME RUN
120V DUPLEX RECEPTACLE
120V GFCI RECEPTACLE
1 POLE HOME RUN
240V APPLIANCE OUTLET
120V QUAD RECEPTACLE
3 POLE HOME RUN
120V QUAD GFCI RECEPTACLE
120V GFCI FLOOR RECEPTACLE
120V GFCI QUAD
FLOOR RECEPTACLE
ELECTRICAL PANEL
120V DROP-CORD RECEPTACLE
JUNCTION BOX
SMOKE DETECTOR
USB RECEPTACLE
GFCI
GFCI
GFCI
GFCI
WP
USB
J
S
WEATHER-PROOF GFCI WITH
'IN-USE' COVER
SWITCH
3-WAY SWITCH
EXTERIOR SCONCE
EXHAUST FAN
RECESSED CAN LIGHT
OCCUPANCY SENSOR SWITCH
60 MINUTE TIMER SWITCH
EMERGENCY LIGHT W/ SIGN
EMERGENCY LIGHT
EXTERIOR WALL PACK LIGHT
SWITCH BANK (SEE DETAIL)
LINEAR CEILING LIGHT
PENDANT LIGHT
FAN SWITCH
VANITY LIGHT FIXTURE
4-WAY SWITCH
LIGHTING LEGEND
3
4
F
OS
T
SB
EXHAUST FAN W/ LIGHT
OS CEILING MOUNTED
OCCUPANCY SENSOR
SMALL GROW LIGHT TAG 'G'G
LARGE GROW LIGHT
HIGH-BAY LIGHT FIXTURE
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G G
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I I I I
PP-LA1 PP-LA3 PP-LA5 PP-LA7 PP-LA9 PP-LA2 PP-LA4 PP-LA6 PP-LA8 PP-LA12
PP-HPA15 PP-HPA17 PP-HPA19 PP-HPA21 PP-HPA2 PP-HPA4 PP-HPA6 PP-HPA8 PP-HPA10 PP-HPA12
PP-HPA1
PP-HPA3PP-HPA5
PP-LA10 PP-LA11
PP-HPA11 PP-HPA13
PP-HPA7PP-HPA9
PP-HPA31PP-HPA23 PP-HPA25 PP-HPA27 PP-HPA29
1
1
1
1
2401027
DOTEC MEP
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32
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A
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L
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A
Y
,
S
A
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T
A
AN
A
,
C
A
9
2
7
0
5
SN
I
P
S
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V
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C
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3
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1
S
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A
D
A
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,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
5
03-19-2024
##
#
#
##
#
#
##
#
#
PROFESSIONAL SEAL
Dr. Al Gonzalez P.E.
DOTec Engineering
424 Jefferson Street
St. Charles, MO 63301
Ph 636-724-9872
Fx 636-724-9032
WWW.DOTECENGINEERING.COM
ALG@DOTECENGINEERING.COM
SHEET NUMBER:
E3.0
PROJECT NUMBER:
DRAWN BY:
CHECKED BY:
FOR CONSTRUCTION
ALG
PR
O
J
E
C
T
:
CL
I
E
N
T
:
DATE:
SHEET NAME:
FIRST FLOOR GROW
LIGHTING PLAN
THIS DRAWING IS PRELIMINARY
UNTIL SIGNED AND SEALED BY
THE LICENSED PROFESSIONAL
NOTED BELOW.
THE PROFESSIONAL ENGINEER WAIVES ANY AND ALL RESPONSIBILITY
AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO
FOLLOW THESE PLANS, SPECIFICATIONS AND DESIGN INTENT THEY
CONVEY, OR FOR PROBLEMS WHICH ARISE FROM OTHER'S FAILURE
TO OBTAIN AND OR/ FOLLOW THE PROFESSIONAL ENGINEER
GUIDANCE WITH RESPECT TO ANY ERRORS, OMISSIONS,
INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS WHICH ARE
ALLEGED. BUILDINGS TO BE CONSTRUCTED IN FULL CONFORMANCE
WITH ALL APPLICABLE CODES AND RESTRICTIONS. PROFESSIONAL
ENGINEER TO BE NOTIFIED PRIOR TO CONSTRUCTION IN THE EVENT
OF CODE REVISION OR CHANGES.
#
RE
V
I
S
I
O
N
D
A
T
E
DE
S
C
R
I
P
T
I
O
N
GENERAL PLAN NOTES:
1.FIELD VERIFY EXISTING CONDITIONS BEFORE INSTALLATION.
SCALE: 1/4"=1'-0"
FIRST FLOOR GROW LIGHTING PLAN1
GROW LIGHTING PLAN NOTES:
1.ALL GROW LIGHTS ARE TO BE CONTROLLED AUTOMATICALLY BY A PLNT-GROWTH
MONITORING DEVICE SUPPLIED BE BUILDING OWNER.
3201 S Halladay St
5/5/2025
OSPP-HPC8
SWB4-A SWB4
PP-HPC10
SWB4-B
PP-HPC12
SWB4-C
PP-HPC14
SWB4-D
PP-HPC16
SWB4-E
PP-HPC18
SWB4-F
PP-HPC5
SWB4-G
PP-HPC3
SWB4-H
PP-HPC1
SWB4-I
H H H H H
H H H H H
H H H H H
H H H H H
H H H H H
H H H H H
H H H H H
H H H H H
H H H H H
12G CU
1
DATA RECEPTACLE
POWER LEGEND
2 POLE HOME RUN
120V DUPLEX RECEPTACLE
120V GFCI RECEPTACLE
1 POLE HOME RUN
240V APPLIANCE OUTLET
120V QUAD RECEPTACLE
3 POLE HOME RUN
120V QUAD GFCI RECEPTACLE
120V GFCI FLOOR RECEPTACLE
120V GFCI QUAD
FLOOR RECEPTACLE
ELECTRICAL PANEL
120V DROP-CORD RECEPTACLE
JUNCTION BOX
SMOKE DETECTOR
USB RECEPTACLE
GFCI
GFCI
GFCI
GFCI
WP
USB
J
S
WEATHER-PROOF GFCI WITH
'IN-USE' COVER
SWITCH
3-WAY SWITCH
EXTERIOR SCONCE
EXHAUST FAN
RECESSED CAN LIGHT
OCCUPANCY SENSOR SWITCH
60 MINUTE TIMER SWITCH
EMERGENCY LIGHT W/ SIGN
EMERGENCY LIGHT
EXTERIOR WALL PACK LIGHT
SWITCH BANK (SEE DETAIL)
LINEAR CEILING LIGHT
PENDANT LIGHT
FAN SWITCH
VANITY LIGHT FIXTURE
4-WAY SWITCH
LIGHTING LEGEND
3
4
F
OS
T
SB
EXHAUST FAN W/ LIGHT
OS CEILING MOUNTED
OCCUPANCY SENSOR
SMALL GROW LIGHT TAG 'G'G
LARGE GROW LIGHT
HIGH-BAY LIGHT FIXTURE
2401027
DOTEC MEP
SN
I
P
S
C
U
L
T
I
V
A
T
I
O
N
,
32
0
1
H
A
L
L
A
D
A
Y
,
S
A
N
T
A
AN
A
,
C
A
9
2
7
0
5
SN
I
P
S
C
U
L
T
I
V
A
T
I
O
N
LL
C
,
3
2
0
1
S
H
A
L
L
A
D
A
Y
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
5
03-19-2024
##
#
#
##
#
#
##
#
#
PROFESSIONAL SEAL
Dr. Al Gonzalez P.E.
DOTec Engineering
424 Jefferson Street
St. Charles, MO 63301
Ph 636-724-9872
Fx 636-724-9032
WWW.DOTECENGINEERING.COM
ALG@DOTECENGINEERING.COM
SHEET NUMBER:
E3.1
PROJECT NUMBER:
DRAWN BY:
CHECKED BY:
FOR CONSTRUCTION
ALG
PR
O
J
E
C
T
:
CL
I
E
N
T
:
DATE:
SHEET NAME:
SECOND FLOOR GROW
LIGHTING PLAN
THIS DRAWING IS PRELIMINARY
UNTIL SIGNED AND SEALED BY
THE LICENSED PROFESSIONAL
NOTED BELOW.
THE PROFESSIONAL ENGINEER WAIVES ANY AND ALL RESPONSIBILITY
AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO
FOLLOW THESE PLANS, SPECIFICATIONS AND DESIGN INTENT THEY
CONVEY, OR FOR PROBLEMS WHICH ARISE FROM OTHER'S FAILURE
TO OBTAIN AND OR/ FOLLOW THE PROFESSIONAL ENGINEER
GUIDANCE WITH RESPECT TO ANY ERRORS, OMISSIONS,
INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS WHICH ARE
ALLEGED. BUILDINGS TO BE CONSTRUCTED IN FULL CONFORMANCE
WITH ALL APPLICABLE CODES AND RESTRICTIONS. PROFESSIONAL
ENGINEER TO BE NOTIFIED PRIOR TO CONSTRUCTION IN THE EVENT
OF CODE REVISION OR CHANGES.
#
RE
V
I
S
I
O
N
D
A
T
E
DE
S
C
R
I
P
T
I
O
N
SCALE: 1/4"=1'-0"
SECOND FLOOR GROW LIGHTING PLAN1
GENERAL PLAN NOTES:
1.FIELD VERIFY EXISTING CONDITIONS BEFORE INSTALLATION.
3201 S Halladay St
5/5/2025
HALLWAY HALLWAY
OFFICE-6
TRIM &CURE ROOM
ELE RM
R/O WATERROOM &NUTRIENTS
ENTRYCHEK-IN
LOBBY
VEG ROOM
FLOWER ROOM #3
FLOWER ROOM #2
FLOWER ROOM #1
EMPLOYEE
BATHRM 1LOUNGE
FRIDG
BATHRM 2
PP-LPA24
PP-LPA28
DATA RECEPTACLE
POWER LEGEND
2 POLE HOME RUN
120V DUPLEX RECEPTACLE
120V GFCI RECEPTACLE
1 POLE HOME RUN
240V APPLIANCE OUTLET
120V QUAD RECEPTACLE
3 POLE HOME RUN
120V QUAD GFCI RECEPTACLE
120V GFCI FLOOR RECEPTACLE
120V GFCI QUAD
FLOOR RECEPTACLE
ELECTRICAL PANEL
120V DROP-CORD RECEPTACLE
JUNCTION BOX
SMOKE DETECTOR
USB RECEPTACLE
GFCI
GFCI
GFCI
GFCI
WP
USB
J
S
WEATHER-PROOF GFCI WITH
'IN-USE' COVER
SWITCH
3-WAY SWITCH
EXTERIOR SCONCE
EXHAUST FAN
RECESSED CAN LIGHT
OCCUPANCY SENSOR SWITCH
60 MINUTE TIMER SWITCH
EMERGENCY LIGHT W/ SIGN
EMERGENCY LIGHT
EXTERIOR WALL PACK LIGHT
SWITCH BANK (SEE DETAIL)
LINEAR CEILING LIGHT
PENDANT LIGHT
FAN SWITCH
VANITY LIGHT FIXTURE
4-WAY SWITCH
LIGHTING LEGEND
3
4
F
OS
T
SB
EXHAUST FAN W/ LIGHT
OS CEILING MOUNTED
OCCUPANCY SENSOR
SMALL GROW LIGHT TAG 'G'G
LARGE GROW LIGHT
HIGH-BAY LIGHT FIXTURE
2401027
DOTEC MEP
SN
I
P
S
C
U
L
T
I
V
A
T
I
O
N
,
32
0
1
H
A
L
L
A
D
A
Y
,
S
A
N
T
A
AN
A
,
C
A
9
2
7
0
5
SN
I
P
S
C
U
L
T
I
V
A
T
I
O
N
LL
C
,
3
2
0
1
S
H
A
L
L
A
D
A
Y
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
5
03-19-2024
##
#
#
##
#
#
##
#
#
PROFESSIONAL SEAL
Dr. Al Gonzalez P.E.
DOTec Engineering
424 Jefferson Street
St. Charles, MO 63301
Ph 636-724-9872
Fx 636-724-9032
WWW.DOTECENGINEERING.COM
ALG@DOTECENGINEERING.COM
SHEET NUMBER:
E4.0
PROJECT NUMBER:
DRAWN BY:
CHECKED BY:
FOR CONSTRUCTION
ALG
PR
O
J
E
C
T
:
CL
I
E
N
T
:
DATE:
SHEET NAME:
FIRST FLOOR
EMERGENCY LIGHTING
PLAN
THIS DRAWING IS PRELIMINARY
UNTIL SIGNED AND SEALED BY
THE LICENSED PROFESSIONAL
NOTED BELOW.
THE PROFESSIONAL ENGINEER WAIVES ANY AND ALL RESPONSIBILITY
AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO
FOLLOW THESE PLANS, SPECIFICATIONS AND DESIGN INTENT THEY
CONVEY, OR FOR PROBLEMS WHICH ARISE FROM OTHER'S FAILURE
TO OBTAIN AND OR/ FOLLOW THE PROFESSIONAL ENGINEER
GUIDANCE WITH RESPECT TO ANY ERRORS, OMISSIONS,
INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS WHICH ARE
ALLEGED. BUILDINGS TO BE CONSTRUCTED IN FULL CONFORMANCE
WITH ALL APPLICABLE CODES AND RESTRICTIONS. PROFESSIONAL
ENGINEER TO BE NOTIFIED PRIOR TO CONSTRUCTION IN THE EVENT
OF CODE REVISION OR CHANGES.
#
RE
V
I
S
I
O
N
D
A
T
E
DE
S
C
R
I
P
T
I
O
N
SCALE: 1/4"=1'-0"
FIRST FLOOR EMERGENCY LIGHTING PLAN1
GENERAL PLAN NOTES:
1.FIELD VERIFY EXISTING CONDITIONS BEFORE INSTALLATION.
3201 S Halladay St
5/5/2025
1ST FLOOR
BELOW
DRY STORAGE
ROOM
FLOWER ROOM #4
STORAGEROOM
SE
C
U
R
I
T
Y
&
IT
R
O
O
M
PP-LPC6
DATA RECEPTACLE
POWER LEGEND
2 POLE HOME RUN
120V DUPLEX RECEPTACLE
120V GFCI RECEPTACLE
1 POLE HOME RUN
240V APPLIANCE OUTLET
120V QUAD RECEPTACLE
3 POLE HOME RUN
120V QUAD GFCI RECEPTACLE
120V GFCI FLOOR RECEPTACLE
120V GFCI QUAD
FLOOR RECEPTACLE
ELECTRICAL PANEL
120V DROP-CORD RECEPTACLE
JUNCTION BOX
SMOKE DETECTOR
USB RECEPTACLE
GFCI
GFCI
GFCI
GFCI
WP
USB
J
S
WEATHER-PROOF GFCI WITH
'IN-USE' COVER
SWITCH
3-WAY SWITCH
EXTERIOR SCONCE
EXHAUST FAN
RECESSED CAN LIGHT
OCCUPANCY SENSOR SWITCH
60 MINUTE TIMER SWITCH
EMERGENCY LIGHT W/ SIGN
EMERGENCY LIGHT
EXTERIOR WALL PACK LIGHT
SWITCH BANK (SEE DETAIL)
LINEAR CEILING LIGHT
PENDANT LIGHT
FAN SWITCH
VANITY LIGHT FIXTURE
4-WAY SWITCH
LIGHTING LEGEND
3
4
F
OS
T
SB
EXHAUST FAN W/ LIGHT
OS CEILING MOUNTED
OCCUPANCY SENSOR
SMALL GROW LIGHT TAG 'G'G
LARGE GROW LIGHT
HIGH-BAY LIGHT FIXTURE
2401027
DOTEC MEP
SN
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A
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,
32
0
1
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A
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L
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A
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,
S
A
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A
AN
A
,
C
A
9
2
7
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5
SN
I
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I
V
A
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I
O
N
LL
C
,
3
2
0
1
S
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A
L
L
A
D
A
Y
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
5
03-19-2024
##
#
#
##
#
#
##
#
#
PROFESSIONAL SEAL
Dr. Al Gonzalez P.E.
DOTec Engineering
424 Jefferson Street
St. Charles, MO 63301
Ph 636-724-9872
Fx 636-724-9032
WWW.DOTECENGINEERING.COM
ALG@DOTECENGINEERING.COM
SHEET NUMBER:
E4.1
PROJECT NUMBER:
DRAWN BY:
CHECKED BY:
FOR CONSTRUCTION
ALG
PR
O
J
E
C
T
:
CL
I
E
N
T
:
DATE:
SHEET NAME:
SECOND FLOOR
EMERGENCY LIGHTING
PLAN
THIS DRAWING IS PRELIMINARY
UNTIL SIGNED AND SEALED BY
THE LICENSED PROFESSIONAL
NOTED BELOW.
THE PROFESSIONAL ENGINEER WAIVES ANY AND ALL RESPONSIBILITY
AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO
FOLLOW THESE PLANS, SPECIFICATIONS AND DESIGN INTENT THEY
CONVEY, OR FOR PROBLEMS WHICH ARISE FROM OTHER'S FAILURE
TO OBTAIN AND OR/ FOLLOW THE PROFESSIONAL ENGINEER
GUIDANCE WITH RESPECT TO ANY ERRORS, OMISSIONS,
INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS WHICH ARE
ALLEGED. BUILDINGS TO BE CONSTRUCTED IN FULL CONFORMANCE
WITH ALL APPLICABLE CODES AND RESTRICTIONS. PROFESSIONAL
ENGINEER TO BE NOTIFIED PRIOR TO CONSTRUCTION IN THE EVENT
OF CODE REVISION OR CHANGES.
#
RE
V
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N
D
A
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E
DE
S
C
R
I
P
T
I
O
N
SCALE: 1/4"=1'-0"
SECOND FLOOR EMERGENCY LIGHTING PLAN1
GENERAL PLAN NOTES:
1.FIELD VERIFY EXISTING CONDITIONS BEFORE INSTALLATION.
3201 S Halladay St
5/5/2025
HALLWAY HALLWAY
OFFICE-6
TRIM &CURE ROOM
ELE RM
R/O WATERROOM &NUTRIENTS
ENTRYCHEK-IN
LOBBY
VEG ROOM
FLOWER ROOM #3
FLOWER ROOM #2
FLOWER ROOM #1
EMPLOYEE
BATHRM 1LOUNGE
FRIDG
BATHRM 2
DH-1
DH-1
DH-1
DH-1
DH-1
CF-1
EF-2
CF-1
EF-2
DH-1
CS-1
EF-2
CS-1
EF-2
PP-HPB16
PP-LPA11
PP-LPB4
PP-LDP24
PP-LPD8
PP-HPB13
PP-HPB14
PP-HPB15
PP-HPB17
PP-HPB18
10G CU
1
10G CU
1
IU
-
C
R
-
1
PP-LPC17,19
10G CU
10G CU
10G CU
10G CU DATA RECEPTACLE
POWER LEGEND
2 POLE HOME RUN
120V DUPLEX RECEPTACLE
120V GFCI RECEPTACLE
1 POLE HOME RUN
240V APPLIANCE OUTLET
120V QUAD RECEPTACLE
3 POLE HOME RUN
120V QUAD GFCI RECEPTACLE
120V GFCI FLOOR RECEPTACLE
120V GFCI QUAD
FLOOR RECEPTACLE
ELECTRICAL PANEL
120V DROP-CORD RECEPTACLE
JUNCTION BOX
SMOKE DETECTOR
USB RECEPTACLE
GFCI
GFCI
GFCI
GFCI
WP
USB
J
S
WEATHER-PROOF GFCI WITH
'IN-USE' COVER
FUSED DISCONNECT
SWITCH
3-WAY SWITCH
EXTERIOR SCONCE
EXHAUST FAN
RECESSED CAN LIGHT
OCCUPANCY SENSOR SWITCH
60 MINUTE TIMER SWITCH
EMERGENCY LIGHT W/ SIGN
EMERGENCY LIGHT
EXTERIOR WALL PACK LIGHT
SWITCH BANK (SEE DETAIL)
LINEAR CEILING LIGHT
PENDANT LIGHT
FAN SWITCH
VANITY LIGHT FIXTURE
4-WAY SWITCH
LIGHTING LEGEND
3
4
F
OS
T
SB
EXHAUST FAN W/ LIGHT
OS CEILING MOUNTED
OCCUPANCY SENSOR
SMALL GROW LIGHT TAG 'G'G
LARGE GROW LIGHT
HIGH-BAY LIGHT FIXTURE
2401027
DOTEC MEP
SN
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,
32
0
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,
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AN
A
,
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A
9
2
7
0
5
SN
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LL
C
,
3
2
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1
S
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L
L
A
D
A
Y
,
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
5
03-19-2024
##
#
#
##
#
#
##
#
#
PROFESSIONAL SEAL
Dr. Al Gonzalez P.E.
DOTec Engineering
424 Jefferson Street
St. Charles, MO 63301
Ph 636-724-9872
Fx 636-724-9032
WWW.DOTECENGINEERING.COM
ALG@DOTECENGINEERING.COM
SHEET NUMBER:
E5.0
PROJECT NUMBER:
DRAWN BY:
CHECKED BY:
FOR CONSTRUCTION
ALG
PR
O
J
E
C
T
:
CL
I
E
N
T
:
DATE:
SHEET NAME:
FIRST FLOOR HVAC
POWER PLAN
THIS DRAWING IS PRELIMINARY
UNTIL SIGNED AND SEALED BY
THE LICENSED PROFESSIONAL
NOTED BELOW.
THE PROFESSIONAL ENGINEER WAIVES ANY AND ALL RESPONSIBILITY
AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO
FOLLOW THESE PLANS, SPECIFICATIONS AND DESIGN INTENT THEY
CONVEY, OR FOR PROBLEMS WHICH ARISE FROM OTHER'S FAILURE
TO OBTAIN AND OR/ FOLLOW THE PROFESSIONAL ENGINEER
GUIDANCE WITH RESPECT TO ANY ERRORS, OMISSIONS,
INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS WHICH ARE
ALLEGED. BUILDINGS TO BE CONSTRUCTED IN FULL CONFORMANCE
WITH ALL APPLICABLE CODES AND RESTRICTIONS. PROFESSIONAL
ENGINEER TO BE NOTIFIED PRIOR TO CONSTRUCTION IN THE EVENT
OF CODE REVISION OR CHANGES.
#
RE
V
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A
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E
DE
S
C
R
I
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T
I
O
N
SCALE: 1/4"=1'-0"
FIRST FLOOR HVAC POWER PLAN1
GENERAL PLAN NOTES:
1.FIELD VERIFY HVAC REQUIREMENTS WITH MANUFACTURER
2.FIELD VERIFY EXISTING CONDITIONS BEFORE INSTALLATION.
3201 S Halladay St
5/5/2025
1ST FLOOR
BELOW
DRY STORAGE
ROOM
FLOWER ROOM #4
STORAGEROOM
SE
C
U
R
I
T
Y
&
IT
R
O
O
M
DH-1
DH-1
PP-HPC4
PP-HPC6
PP-LPC151
1
PP-LPC10,12
PP-LPC11,13
PP-LPC7,9
IU
-
O
F
-
1
IU
-
V
G
-
2
IU-R3-1
IU-04-2
1800
IU-04-1
1800
CS
-
1
EF
-
0
2
16
0
0
C
F
M
PP-LPA27,29
PP-LPA32,34
IU-R3-2
PP-LPC24,26
10G CU
10G CU
10G CU
10G CU
10G CU
DATA RECEPTACLE
POWER LEGEND
2 POLE HOME RUN
120V DUPLEX RECEPTACLE
120V GFCI RECEPTACLE
1 POLE HOME RUN
240V APPLIANCE OUTLET
120V QUAD RECEPTACLE
3 POLE HOME RUN
120V QUAD GFCI RECEPTACLE
120V GFCI FLOOR RECEPTACLE
120V GFCI QUAD
FLOOR RECEPTACLE
ELECTRICAL PANEL
120V DROP-CORD RECEPTACLE
JUNCTION BOX
SMOKE DETECTOR
USB RECEPTACLE
GFCI
GFCI
GFCI
GFCI
WP
USB
J
S
WEATHER-PROOF GFCI WITH
'IN-USE' COVER
FUSED DISCONNECT
SWITCH
3-WAY SWITCH
EXTERIOR SCONCE
EXHAUST FAN
RECESSED CAN LIGHT
OCCUPANCY SENSOR SWITCH
60 MINUTE TIMER SWITCH
EMERGENCY LIGHT W/ SIGN
EMERGENCY LIGHT
EXTERIOR WALL PACK LIGHT
SWITCH BANK (SEE DETAIL)
LINEAR CEILING LIGHT
PENDANT LIGHT
FAN SWITCH
VANITY LIGHT FIXTURE
4-WAY SWITCH
LIGHTING LEGEND
3
4
F
OS
T
SB
EXHAUST FAN W/ LIGHT
OS CEILING MOUNTED
OCCUPANCY SENSOR
SMALL GROW LIGHT TAG 'G'G
LARGE GROW LIGHT
HIGH-BAY LIGHT FIXTURE
2401027
DOTEC MEP
SN
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C
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A
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,
32
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,
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A
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A
,
C
A
9
2
7
0
5
SN
I
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S
C
U
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A
T
I
O
N
LL
C
,
3
2
0
1
S
H
A
L
L
A
D
A
Y
,
SA
N
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A
A
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A
,
C
A
9
2
7
0
5
03-19-2024
##
#
#
##
#
#
##
#
#
PROFESSIONAL SEAL
Dr. Al Gonzalez P.E.
DOTec Engineering
424 Jefferson Street
St. Charles, MO 63301
Ph 636-724-9872
Fx 636-724-9032
WWW.DOTECENGINEERING.COM
ALG@DOTECENGINEERING.COM
SHEET NUMBER:
E5.1
PROJECT NUMBER:
DRAWN BY:
CHECKED BY:
FOR CONSTRUCTION
ALG
PR
O
J
E
C
T
:
CL
I
E
N
T
:
DATE:
SHEET NAME:
SECOND FLOOR HVAC
POWER PLAN
THIS DRAWING IS PRELIMINARY
UNTIL SIGNED AND SEALED BY
THE LICENSED PROFESSIONAL
NOTED BELOW.
THE PROFESSIONAL ENGINEER WAIVES ANY AND ALL RESPONSIBILITY
AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO
FOLLOW THESE PLANS, SPECIFICATIONS AND DESIGN INTENT THEY
CONVEY, OR FOR PROBLEMS WHICH ARISE FROM OTHER'S FAILURE
TO OBTAIN AND OR/ FOLLOW THE PROFESSIONAL ENGINEER
GUIDANCE WITH RESPECT TO ANY ERRORS, OMISSIONS,
INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS WHICH ARE
ALLEGED. BUILDINGS TO BE CONSTRUCTED IN FULL CONFORMANCE
WITH ALL APPLICABLE CODES AND RESTRICTIONS. PROFESSIONAL
ENGINEER TO BE NOTIFIED PRIOR TO CONSTRUCTION IN THE EVENT
OF CODE REVISION OR CHANGES.
#
RE
V
I
S
I
O
N
D
A
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E
DE
S
C
R
I
P
T
I
O
N
SCALE: 1/4"=1'-0"
SECOND FLOOR HVAC POWER PLAN1
GENERAL PLAN NOTES:
1.FIELD VERIFY HVAC REQUIREMENTS WITH MANUFACTURER
2.FIELD VERIFY EXISTING CONDITIONS BEFORE INSTALLATION.
3201 S Halladay St
5/5/2025
WPWP
WP
PP-LPC16
PP-LPA40,42
PP-LPA15,17
PP-LPA31,33
PP-LPA39,41
PP-HPB 7,9,11
PP-HPB1,3,5 PP-HPB2,4,6
PP-HPB 8,10,12
PP-LPC20,22
PP-LPA36,38
PPLPA35,37
PP-LPC28
11
8G CU
1
1 1
8G CU
11
1
10G CU
1
1
1
HP-1
EF-01
RTU-R1-1 RTU-R1-2
RTU-R2-1 RTU-R2-2RTU-R4-3
RTU-OF-2
1
PP-LPA19,21
10G CU
CU-VG-1 CU-R4-1
CU-R4-2
CU-OF-1
CU-R3-1
CU-R3-2
CU-VG-2
1
CU-CR-13TPPLPA23,25
10G CU
PP-LPC27,29
PP-LPC23,25
1
8G CU8G CU
8G CU
8G CU
10G CU
8G CU
8G CU
8G CU
8G CU 8G CU
DATA RECEPTACLE
POWER LEGEND
2 POLE HOME RUN
120V DUPLEX RECEPTACLE
120V GFCI RECEPTACLE
1 POLE HOME RUN
240V APPLIANCE OUTLET
120V QUAD RECEPTACLE
3 POLE HOME RUN
120V QUAD GFCI RECEPTACLE
120V GFCI FLOOR RECEPTACLE
120V GFCI QUAD
FLOOR RECEPTACLE
ELECTRICAL PANEL
120V DROP-CORD RECEPTACLE
JUNCTION BOX
SMOKE DETECTOR
USB RECEPTACLE
GFCI
GFCI
GFCI
GFCI
WP
USB
J
S
WEATHER-PROOF GFCI WITH
'IN-USE' COVER
FUSED DISCONNECT
SWITCH
3-WAY SWITCH
EXTERIOR SCONCE
EXHAUST FAN
RECESSED CAN LIGHT
OCCUPANCY SENSOR SWITCH
60 MINUTE TIMER SWITCH
EMERGENCY LIGHT W/ SIGN
EMERGENCY LIGHT
EXTERIOR WALL PACK LIGHT
SWITCH BANK (SEE DETAIL)
LINEAR CEILING LIGHT
PENDANT LIGHT
FAN SWITCH
VANITY LIGHT FIXTURE
4-WAY SWITCH
LIGHTING LEGEND
3
4
F
OS
T
SB
EXHAUST FAN W/ LIGHT
OS CEILING MOUNTED
OCCUPANCY SENSOR
SMALL GROW LIGHT TAG 'G'G
LARGE GROW LIGHT
HIGH-BAY LIGHT FIXTURE
2401027
DOTEC MEP
SN
I
P
S
C
U
L
T
I
V
A
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I
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N
,
32
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1
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A
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A
Y
,
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A
AN
A
,
C
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9
2
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5
SN
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I
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N
LL
C
,
3
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0
1
S
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A
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A
Y
,
SA
N
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A
A
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A
,
C
A
9
2
7
0
5
03-19-2024
##
#
#
##
#
#
##
#
#
PROFESSIONAL SEAL
Dr. Al Gonzalez P.E.
DOTec Engineering
424 Jefferson Street
St. Charles, MO 63301
Ph 636-724-9872
Fx 636-724-9032
WWW.DOTECENGINEERING.COM
ALG@DOTECENGINEERING.COM
SHEET NUMBER:
E5.2
PROJECT NUMBER:
DRAWN BY:
CHECKED BY:
FOR CONSTRUCTION
ALG
PR
O
J
E
C
T
:
CL
I
E
N
T
:
DATE:
SHEET NAME:
ROOF HVAC POWER
THIS DRAWING IS PRELIMINARY
UNTIL SIGNED AND SEALED BY
THE LICENSED PROFESSIONAL
NOTED BELOW.
THE PROFESSIONAL ENGINEER WAIVES ANY AND ALL RESPONSIBILITY
AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO
FOLLOW THESE PLANS, SPECIFICATIONS AND DESIGN INTENT THEY
CONVEY, OR FOR PROBLEMS WHICH ARISE FROM OTHER'S FAILURE
TO OBTAIN AND OR/ FOLLOW THE PROFESSIONAL ENGINEER
GUIDANCE WITH RESPECT TO ANY ERRORS, OMISSIONS,
INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS WHICH ARE
ALLEGED. BUILDINGS TO BE CONSTRUCTED IN FULL CONFORMANCE
WITH ALL APPLICABLE CODES AND RESTRICTIONS. PROFESSIONAL
ENGINEER TO BE NOTIFIED PRIOR TO CONSTRUCTION IN THE EVENT
OF CODE REVISION OR CHANGES.
#
RE
V
I
S
I
O
N
D
A
T
E
DE
S
C
R
I
P
T
I
O
N
SCALE: 1/4"=1'-0"
ROOF HVAC POWER PLAN1 GENERAL PLAN NOTES:
1.FIELD VERIFY HVAC REQUIREMENTS WITH MANUFACTURER
2.FIELD VERIFY EXISTING CONDITIONS BEFORE INSTALLATION.
3.ALL RTUs SHALL HAVE AN EXTERNAL NEMA 3R DISCONNECT WITH A FUSE RATING EQUAL TO
THEIR BREAKER SIZE
3201 S Halladay St
5/5/2025
2401027
AJK
SN
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A
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,
S
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A
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A
,
C
A
9
2
7
0
5
03-19-2024
--
-
-
--
-
-
--
-
-
PROFESSIONAL SEAL
Dr. Al Gonzalez P.E.
DOTec Engineering
424 Jefferson Street
St. Charles, MO 63301
Ph 636-724-9872
Fx 636-724-9032
WWW.DOTECENGINEERING.COM
ALG@DOTECENGINEERING.COM
SHEET NUMBER:
M0.0
PROJECT NUMBER:
DRAWN BY:
CHECKED BY:
FOR CONSTRUCTION
ALG
PR
O
J
E
C
T
:
CL
I
E
N
T
:
DATE:
SHEET NAME:
MECHANICAL NOTES
THIS DRAWING IS PRELIMINARY
UNTIL SIGNED AND SEALED BY
THE LICENSED PROFESSIONAL
NOTED BELOW.
THE PROFESSIONAL ENGINEER WAIVES ANY AND ALL RESPONSIBILITY
AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO
FOLLOW THESE PLANS, SPECIFICATIONS AND DESIGN INTENT THEY
CONVEY, OR FOR PROBLEMS WHICH ARISE FROM OTHER'S FAILURE
TO OBTAIN AND OR/ FOLLOW THE PROFESSIONAL ENGINEER
GUIDANCE WITH RESPECT TO ANY ERRORS, OMISSIONS,
INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS WHICH ARE
ALLEGED. BUILDINGS TO BE CONSTRUCTED IN FULL CONFORMANCE
WITH ALL APPLICABLE CODES AND RESTRICTIONS. PROFESSIONAL
ENGINEER TO BE NOTIFIED PRIOR TO CONSTRUCTION IN THE EVENT
OF CODE REVISION OR CHANGES.
#
RE
V
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N
D
A
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E
DE
S
C
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I
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N
GENERAL
1.MECHANICAL SYSTEMS SHALL BE INSTALLED IN
ACCORDANCE WITH ALL APPLICABLE BUILDING CODES.
2.DRAWINGS FOR MECHANICAL WORK ARE DIAGRAMMATIC,
SHOWING THE GENERAL LOCATION, TYPE, LAYOUT AND
EQUIPMENT REQUIRED. THE DRAWINGS SHALL NOT BE
SCALED FOR EXACT MEASUREMENTS. REFER TO
MANUFACTURERS STANDARD INSTALLATION DRAWINGS
FOR EQUIPMENT CONNECTIONS AND INSTALLATION
REQUIREMENTS AS REQUIRED. FURNISH AND INSTALL
DUCTWORK, CONNECTIONS, ACCESSORIES, OFFSETS AND
MATERIALS NECESSARY TO FACILITATE THE SYSTEMS
FUNCTIONING AS INDICATED BY THE DESIGN AND THE
EQUIPMENT INDICATED. THE WORK SHALL BE IN
ACCORDANCE WITH LOCAL CODES AND ORDINANCES AND
SUBJECT TO INSPECTION.
3.THE MECHANICAL SYSTEMS SHALL BE COMPLETE WITH
ALL NECESSARY APPURTENANCES FOR A COMPLETE
OPERATING SYSTEM.
4.THE CONTRACTOR SHALL WARRANTEE ALL MATERIALS
AND GUARANTEE ALL WORKMANSHIP FOR ONE YEAR
FROM SUBSTANTIAL COMPLETION.
BASIC MATERIALS AND METHODS
1.MATERIALS SHALL BEAR UNDERWRITERS LABEL WHERE
SUCH STANDARDS HAVE BEEN ESTABLISHED AND LISTED
BY UNDERWRITER'S LABORATORIES, INC. MATERIALS,
EQUIPMENT AND APPLIANCES SHALL CONFORM TO THE
LATEST STANDARDS OF:
AMCA - AIR MOVING AND CONDITIONING ASSOCIATIONS,
INC.
SMACNA - SHEET METAL AND AIR CONDITIONING
CONTRACTOR NATIONAL ASSOCIATION, INC.
ASHRAE - AMERICAN SOCIETY OF HEATING,
REFRIGERATION AND AIR CONDITIONING ENGINEERS
ASME - AMERICAN SOCIETY OF MECHANICAL ENGINEERS
ASTM - AMERICAN SOCIETY FOR TESTING MATERIALS
NEMA - NATIONAL ELECTRICAL MANUFACTURER'S
ASSOCIATION
ARI - AIR CONDITIONING AND REFRIGERATION INSTITUTE
ANSI - AMERICAN NATIONAL STANDARDS INSTITUTE
COORDINATION
1.COORDINATE WITH GENERAL CONTRACTOR FOR
ALLOWABLE DAYS OF THE WEEK AND TIMES OF DAY FOR
SYSTEMS SHUT DOWNS AS REQUIRED FOR THE
CONSTRUCTION WORK.
2.THE MECHANICAL CONTRACTOR SHALL COORDINATE
DUCTWORK INSTALLATION WITH ARCHITECTS, OWNERS
REPRESENTATIVE IN FIELD AND OTHER TRADES.
3.THE MECHANICAL CONTRACTOR SHALL COORDINATE
VOLTAGE OF ALL EQUIPMENT WITH ELECTRICAL PRIOR TO
ORDERING EQUIPMENT.
INSTALLATION
1.CORE-DRILL OR SAW-CUT FLOOR, WALL, ROOF, ETC. AS
REQUIRED FOR PIPING OR DUCTWORK AND FIRE-STOP
OPENING AROUND PIPE OR DUCTWORK. VERIFY LOCATION
OF STRUCTURAL BEAMS, JOISTS, ETC. BEFORE DRILLING
OR CUTTING. NOTIFY ARCHITECT OF ANY DISCREPANCIES.
2.WHEREVER FOUNDATION WALLS, OUTSIDE WALLS, ROOFS,
ETC. ARE CUT FOR INSTALLATION OF SYSTEMS, THEY
SHALL BE PATCHED TO MATCH EXISTING CONSTRUCTION
AND SEALED WEATHER-TIGHT. WORK SHALL BE
PERFORMED BY CRAFTSMEN SKILLED IN THEIR
RESPECTIVE TRADES.
3.ALL DUCTWORK AND PIPING SHALL BE ROUTED ABOVE
THE SUSPENDED CEILING SPACE, UNLESS OTHERWISE
NOTED ON PLANS.
4.ALL DUCTWORK AND PIPING THAT IS EXPOSED TO VIEW
SHALL BE ROUTED AS HIGH AS POSSIBLE AND TIGHT TO
THE UNDERSIDE OF THE STRUCTURAL STEEL ABOVE.
5.ALL ROOF PENETRATIONS EXCEEDING 12" X 12" IN SIZE
SHALL BE FURNISHED WITH BURGLAR BARS.
6.ALL OUTSIDE AIR INTAKES SHALL BE A MINIMUM OF 10'-0"
AWAY FROM EXHAUST DISCHARGE OPENINGS AND
PLUMBING VENT STACKS OR AS REQUIRED BY LOCAL
CODES.
7.NO FLEXIBLE DUCTWORK SHALL BE USED WITH THE
EXCEPTION OF DETAIL ON SHEET M4. MAXIMUM FLEXIBLE
DUCT LENGTH OF 5 FEET.
INSULATION
1.ALL SUPPLY, RETURN AND OUTSIDE AIR
RECTANGULAR/ROUND DUCTWORK SHALL BE INSULATED
WITH DUCT WRAP INSULATION
EQUIPMENT
1.THE MECHANICAL CONTRACTOR SHALL INSTALL
MECHANICAL SYSTEMS AS SHOWN, NOTED AND
SPECIFIED. EQUIPMENT MAY NOT BE SUBSTITUTED
UNLESS WRITTEN APPROVAL BY THE ARCHITECT,
ENGINEER OR OWNER'S REPRESENTATIVE IS OBTAINED.
ANY CHANGES TO THE DUCTWORK LAYOUT WILL
NECESSITATE SUBMISSION OF SHEET METAL SHOP
DRAWINGS FOR ENGINEER'S REVIEW. ANY UNAUTHORIZED
CHANGES WILL BE REMOVED AT CONTRACTOR'S
EXPENSE, IF DEEMED NECESSARY BY ARCHITECT,
ENGINEER, OR OWNER'S REPRESENTATIVE.
2.UPON SELECTION OF THE MECHANICAL APPLIANCES,
SUBMIT THE MANUFACTURER'S INSTALLATION
INSTRUCTIONS TO THE BUILDING DEPARTMENT,
INCLUDING LISTING FOR OUTSIDE INSTALLATION WHERE
APPLICABLE.
AIR DISTRIBUTION
1.ALL DUCTWORK SHALL BE CONSTRUCTED OF GALVANIZED
IRON SHEET METAL AND FABRICATED ACCORDING TO THE
SMACNA LOW VELOCITY DUCT MANUAL, ASHRAE
HANDBOOK VOLUME "HVAC SYSTEMS AND EQUIPMENT",
AND TYPICAL DUCTWORK DETAILS SHOWN IN THESE
DRAWINGS. ALL ELBOWS SHALL HAVE PROPER RADIUS,
OR MECHANICAL CONTRACTOR SHALL PROVIDE DOUBLE
THICKNESS AIRFOIL TURNING VANES REQUIRED BY
SMACNA. NO SQUARE THROAT ELBOWS SHALL BE
INSTALLED WITHOUT DOUBLE THICKNESS TURNING
VANES. SIZES SHOWN ON PLAN ARE INSIDE FREE AREA.
2.ALL FLEXIBLE DUCTWORK SHALL BE FACTORY
ASSEMBLED CLASS 1 AIR DUCT (UL 181) WITH FIBERGLASS
INSULATION AND REINFORCED OUTER PROTECTIVE
COVER/VAPOR BARRIER. FLEX DUCT SHALL MEET NFPA
90A WITH FLAME SPREAD UNDER 25, SMOKE DEVELOPED
UNDER 50, AND SHALL BE RATED FOR 2" W.C. PRESSURE
AND 0 TO 250 DEGREE TEMPERATURE. MAXIMUM
STRETCHED OUT LENGTH SHALL BE AS PER CODES.
3.PROVIDE UL APPROVED FIRE DAMPERS FOR ALL
PENETRATIONS THROUGH FIRE RATED WALLS,
PARTITIONS, CEILINGS, AND FLOORS. INSTALL FIRE
DAMPERS AS PER MANUFACTURER'S DIRECTIONS AND
PER UL GUIDELINES. PROVIDE ACCESS DOORS IN
DUCTWORK AND ACCESS PANELS IN BUILDING
CONSTRUCTION AS REQUIRED FOR SERVICING OF FIRE
DAMPERS.
4.ALL DUCT CONNECTIONS TO EQUIPMENT SHALL BE MADE
WITH NEOPRENE, DOUBLE COATED, HEAVY GLASS FABRIC,
VIBRATION ELIMINATION CONNECTIONS, (F.C.) FLEXIBLE
CONNECTIONS, EQUAL TO VENTFABRICS, INC. TYPE
VENTGLAS, UNLESS NOTED OTHERWISE.
5.ALL DUCTWORK AND PLENUMS WITH PRESSURE CLASS
RATINGS SHALL BE CONSTRUCTED TO SEAL CLASS A.
JOINTS AND SEAMS OF DUCT SYSTEMS AND THEIR
COMPONENTS SHALL NOT BE SEALED WITH CLOTH-BACK
RUBBER ADHESIVE DUCT TAPES UNLESS SUCH TAPE IS
USED IN COMBINATION WITH MASTIC AND DRAWBANDS.
6.THE DUCT SYSTEM SHALL MEET THE DUCT LEAKAGE
TESTING REQUIREMENTS OF CMC SECTION 603.9.2
7.ALL BRANCH SUPPLY DUCTS SHALL HAVE (VD) MANUAL
VOLUME DAMPERS INSTALLED FOR BALANCING.
8.PROVIDE A VOLUME DAMPER FOR EVERY INLET AND
OUTLET (DIFFUSERS, REGISTERS, GRILLES, ETC.) OF THE
DUCTWORK DISTRIBUTION SYSTEMS WHETHER SHOWN
OR NOT ON THE PLANS. PROVIDE ADDITIONAL VOLUME
DAMPERS OR EXTRACTORS AT BRANCH TAKE-OFFS FROM
DUCTWORK MAINS AS REQUIRED TO ACHIEVE AIR VOLUME
DISTRIBUTION AND BALANCING.
9.ALL DUCTWORK TRANSITIONS SHALL BE (FOT) "FLAT ON
TOP", UNLESS OTHERWISE SPECIFIED ON PLAN.
10.ALL CONTRACTOR FABRICATED AND MANUFACTURER
FABRICATED COMPONENTS OF THE OUTSIDE AIR, SUPPLY
AIR, RETURN AIR AND EXHAUST SYSTEMS SHALL BE
CONSTRUCTED AND INSTALLED AIR-TIGHT. THE INSTALLED
SYSTEMS SHALL BE PRESSURE TESTED AS SPECIFIED.
PIPE OPENINGS IN SYSTEM COMPONENTS SHALL HAVE
SHEET METAL BAFFLES, SET IN SEALANT, TO PREVENT
LEAKAGE.
AUTOMATIC TEMPERATURE CONTROLS
1.CONTRACTOR SHALL FURNISH AND INSTALL ALL CONTROL
WIRING AS REQUIRED. THERMOSTATS SHALL BE AS
SPECIFIED OR AS FURNISHED WITH THE EQUIPMENT.
PROVIDE TRANSFORMERS AS REQUIRED.
SMOKE DETECTORS
1.PROVIDE RETURN AIR SMOKE DETECTORS IN ALL AIR
DISTRIBUTION SYSTEMS WITH A DESIGN CAPACITY
GREATER THAN 2000 CFM. SMOKE DETECTOR SHALL BE
INSTALLED UPSTREAM OF ANY FILTERS, EXHAUST AIR
CONNECTIONS, OR OUTSIDE AIR CONNECTIONS.
TESTING AND BALANCING
1.BALANCING CONTRACTOR SHALL BALANCE SYSTEMS TO
AIR QUANTITIES SHOWN ON PLAN. BALANCING
CONTRACTOR SHALL USE DUCT MOUNTED MANUAL
DAMPERS FOR AIR SYSTEM BALANCING. USE OF A
TERMINAL DAMPER IS NOT ACCEPTABLE.
2.TESTING AND BALANCING CONTRACTOR SHALL TEST ALL
HVAC EQUIPMENT TO ENSURE PROPER OPERATION, TEST
ALL CONTROLS TO ENSURE PROPER OPERATION,
CALIBRATION AND ADJUSTMENT OF CONTROLS, AND TEST
ECONOMIZERS TO ENSURE PROPER OPERATION.
3.THE ARCHITECT AND/OR OWNER'S REPRESENTATIVE
SHALL BE NOTIFIED 48 HOURS OR MORE PRIOR TO FINAL
TESTING AND BALANCING WORK SO THAT THEY AND/OR
THE ENGINEER MAY BE PRESENT TO OBSERVE THIS
WORK. THE BALANCING CONTRACTOR SHALL SUBMIT
WRITTEN REPORTS OF ALL AIR READINGS, STATIC
PRESSURES, GPM RATES, PRESSURE READINGS,
TEMPERATURE READINGS, MOTOR AMPERAGE, ETC., TO
DOCUMENT PROPERLY OPERATING AND BALANCED
MECHANICAL SYSTEMS IN ALL AREAS. A COPY OF THE
TEST AND BALANCE REPORT SHALL BE SUBMITTED TO THE
AUTHORITIES HAVING JURISDICTION PRIOR TO FINAL
INSPECTION AND REQUESTING OCCUPANCY.
CLOSEOUT DOCUMENTATION
1.THE CONTRACTOR SHALL FURNISH TO THE BUILDING
OWNER WITHIN 90 DAYS OF DATE OF RECEIPT OF THE
CERTIFICATE OF OCCUPANCY THE FOLLOWING:
A. OPERATING AND MAINTENANCE MANUAL. MANUAL
SHALL CONSIST OF MANUFACTURER'S
RECOMMENDATIONS, PROGRAMMING PROCEDURES
AND DATA POINTS, NARRATIVE AND OTHER MEANS OF
ILLUSTRATING TO THE OWNER HOW THE BUILDING,
EQUIPMENT AND SYSTEMS ARE INTENDED TO BE
INSTALLED, MAINTAINED AND OPERATED.
B. AS-BUILT HVAC DRAWINGS.
C. BALANCE REPORT OF HVAC SYSTEMS.
MECHANICAL ABBREVIATIONS
AFF ABOVE FINISHED FLOOR
BLD'G BUILDING
COL COLUMN
DEG F DEGREES FAHRENHEIT
DWG DRAWING
EA EXHAUST AIR
ETR EXISTING TO REMAIN
FC FLEXIBLE CONNECTION
FD FIRE DAMPER
GC GENERAL CONTRACTOR
MA MAKE-UP AIR
MOD MOTOR OPERATED DAMPER
MT'D MOUNTED
MVD MANUAL VOLUME DAMPER
NC NEW CONNECTION TO EXISTING
NTS NOT TO SCALE
OA OUTSIDE AIR
OC ON CENTER
RA RETURN AIR
REF REFER OR REFERENCE
REQ'D REQUIRED
SA SUPPLY AIR
TA TRANSFER AIR
UCD UNDER CUT DOOR
UNO UNLESS NOTED OTHERWISE
W/ WITH
Ø DIAMETER/ROUND
SCOPE OF THE WORK
MECHANICAL PLANS TO BE GENERATED FROM
MECHANICAL DRAWINGS AND INFORMATION PROVIDED BY
AES & CLIENTS REQUIREMENTS ALONG WITH SPECS OF
EQUIPMENT.
INCORPORATE THE INFORMATION REQUESTED ABOVE INTO
MECHANICAL DRAWINGS AND PROVIDE SEALED DRAWINGS
AND CALCULATIONS FOR PERMITTING.
THE CONTRACTORS ARE REQUIRED TO VISIT THE SITE AND
FULLY AQUAINT THEMSELVES WITH THE EXISTING CONDITIONS
AND THE DIFFICULTIES INVOLVED IN ACCOMPLISHING THE NEW
WORK. PROBLEMS, DISCREPANCIES OR INFORMATION NEEDED
SHALL BE SUBMITTED TO THE ARCHITECT/ENGINEER IN
WRITING PRIOR TO SUBMITTING A PROPOSAL. THE SUBMISSION
OF PROPOSAL WILL INDICATE THAT THE CONTRACTOR HAS
FULLY UNDERSTOOD AND HAS INCLUDED ALL COSTS FOR THIS
PROJECT.
MECHANICAL SYMBOLS
MANUAL VOLUME DAMPER (MVD)
T THERMOSTATIC CONTROL DEVICE
SUPPLY AIR DIFFUSERS
RETURN AND TRANSFER AIR GRILLES
MODULE SIZE
TAG NO.
EXHAUST AIR GRILLE
NECK SIZE
TAG NO.
CFM
NECK SIZE
TAG NO.
CFM
C CARBON DIOXIDE DETECTOR (SYSTEM BY OTHERS)
09/30/2026
01/20/2025
3201 S Halladay St
5/5/2025
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PROFESSIONAL SEAL
Dr. Al Gonzalez P.E.
DOTec Engineering
424 Jefferson Street
St. Charles, MO 63301
Ph 636-724-9872
Fx 636-724-9032
WWW.DOTECENGINEERING.COM
ALG@DOTECENGINEERING.COM
SHEET NUMBER:
M0.1
PROJECT NUMBER:
DRAWN BY:
CHECKED BY:
FOR CONSTRUCTION
ALG
PR
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CL
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DATE:
SHEET NAME:
MECHANICAL
SCHEDULES
THIS DRAWING IS PRELIMINARY
UNTIL SIGNED AND SEALED BY
THE LICENSED PROFESSIONAL
NOTED BELOW.
THE PROFESSIONAL ENGINEER WAIVES ANY AND ALL RESPONSIBILITY
AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO
FOLLOW THESE PLANS, SPECIFICATIONS AND DESIGN INTENT THEY
CONVEY, OR FOR PROBLEMS WHICH ARISE FROM OTHER'S FAILURE
TO OBTAIN AND OR/ FOLLOW THE PROFESSIONAL ENGINEER
GUIDANCE WITH RESPECT TO ANY ERRORS, OMISSIONS,
INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS WHICH ARE
ALLEGED. BUILDINGS TO BE CONSTRUCTED IN FULL CONFORMANCE
WITH ALL APPLICABLE CODES AND RESTRICTIONS. PROFESSIONAL
ENGINEER TO BE NOTIFIED PRIOR TO CONSTRUCTION IN THE EVENT
OF CODE REVISION OR CHANGES.
#
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09/30/2026
01/20/2025
3201 S Halladay St
5/5/2025
HALLWAY HALLWAY
OFFICE-6
TRIM &
CURE ROOM
ELE RM
R/O WATER
ROOM &
NUTRIENTS
ENTRY
CHEK-IN
LOBBY
VEG ROOM
FLOWER ROOM #3
FLOWER ROOM #2
FLOWER ROOM #1
EMPLOYEE
BATHRM 1
LOUNGE
BATHRM 2
Ø8" EXHAUST
UP TO EF-01
UP TO
RTU-R2-1
UP TO
RTU-R2-2
12"Ø
S1
500
8"Ø
S1
250
12
"
Ø
S
A
14"Ø
14
X
1
4
S
A
20
X
1
4
S
A
24
X
2
4
S
A
14
X
1
4
S
A
20
X
1
4
S
A
24X24 SA
24
X
2
4
S
A
14
X
1
4
S
A
14
X
1
4
S
A
20
X
1
4
S
A
20
X
1
4
S
A
20
X
1
4
S
A
22X22
R1
DH
-
1
DH
-
1
DH
-
1
DH
-
1
DH
-
1
22X22
R1
22X22
R1
22X22
R1
6"Ø
S1
150
22X22
E1
CF-1
EF-02
1600 CFM
22
X
2
2
S2
22X22
S2
22
X
2
2
S2
8"Ø
S1
250
24X24 SA
12"Ø
S1
500
12"Ø
S1
500
12"Ø
S1
500
12"Ø
S1
500
12"Ø
S1
500
12"Ø
S1
500
12"Ø
S1
500
12"Ø
S1
500
12"Ø
S1
500
12"Ø
S1
500
20
X
2
0
S
A
20
X
1
4
S
A
20
X
1
4
S
A
12"Ø
S1
500
12"Ø
S1
500
12"Ø
S1
500
12"Ø
S1
500
12"Ø
S1
500
12"Ø
S1
500
12"Ø
S1
500
UP TO RTU-R2-1
22
X
2
2
R1
22
X
2
2
R1
22
X
2
2
R1
22
X
2
2
R1
22X22
S2
12"Ø
S1
500
12"Ø
S1
500
12"Ø
S1
500
12"Ø
S1
500
12"Ø
S1
500
12"Ø
S1
500
12"Ø
S1
500
12"Ø
S1
500
12"Ø
S1
500
12"Ø
S1
500
22X22
R1
22X22
R1
22X22
R1
22X22
R1
22X22
R1
22X22
R1
12"Ø
S1
500
12"Ø
S1
500
12"Ø
S1
500
12"Ø
S1
500
12"Ø
S1
500
12"Ø
S1
500
12"Ø
S1
500
12"Ø
S1
500
12"Ø
S1
500
12"Ø
S1
500
12"Ø
S1
500
12"Ø
S1
500
22X22
E1
22X22
E1
CS
-
1
EF
-
0
2
16
0
0
C
F
M
UP TO
RTU-R2-2
UP TO
RTU-07
CS
-
1
EF
-
0
2
16
0
0
C
F
M
22X22
R1
22X22
R1
6"Ø
S1
100
8"Ø
S1
200
6"Ø
S1
75
8"Ø
E2
125
8"Ø
E2
100
6"Ø
S1
75
MS-1
UP TO IU-R3-2
IU-VG-1
1800
DH-1
22X22
E1
CF
-
1
EF
-
0
2
16
0
0
C
F
M
24
x
2
0
S3
18
0
0
24
x
2
0
S3
18
0
0
12"Ø
S1
800
UP TO IU-R3-1
UP TO IU-VG-2
22X22
R1
12"Ø
S1
800
12"Ø
S1
900
12"Ø
S1
900
UP TO IU-OF-120X16 SAUP TO
CU-CR-1
IU
-
C
R
-
1
22X22
R1
12"Ø
O
A
22
X
2
2
R1
12"Ø
S1
500
12"Ø
S1
500
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--
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PROFESSIONAL SEAL
Dr. Al Gonzalez P.E.
DOTec Engineering
424 Jefferson Street
St. Charles, MO 63301
Ph 636-724-9872
Fx 636-724-9032
WWW.DOTECENGINEERING.COM
ALG@DOTECENGINEERING.COM
SHEET NUMBER:
M1.0
PROJECT NUMBER:
DRAWN BY:
CHECKED BY:
FOR CONSTRUCTION
ALG
PR
O
J
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C
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CL
I
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DATE:
SHEET NAME:
FIRST FLOOR PLAN -
MECHANICAL
THIS DRAWING IS PRELIMINARY
UNTIL SIGNED AND SEALED BY
THE LICENSED PROFESSIONAL
NOTED BELOW.
THE PROFESSIONAL ENGINEER WAIVES ANY AND ALL RESPONSIBILITY
AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO
FOLLOW THESE PLANS, SPECIFICATIONS AND DESIGN INTENT THEY
CONVEY, OR FOR PROBLEMS WHICH ARISE FROM OTHER'S FAILURE
TO OBTAIN AND OR/ FOLLOW THE PROFESSIONAL ENGINEER
GUIDANCE WITH RESPECT TO ANY ERRORS, OMISSIONS,
INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS WHICH ARE
ALLEGED. BUILDINGS TO BE CONSTRUCTED IN FULL CONFORMANCE
WITH ALL APPLICABLE CODES AND RESTRICTIONS. PROFESSIONAL
ENGINEER TO BE NOTIFIED PRIOR TO CONSTRUCTION IN THE EVENT
OF CODE REVISION OR CHANGES.
#
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KEYED MECHANICAL NOTES:
RETURN GRILLE OPEN TO PLENUM RETURN ABOVE.
RETURN DUCT TO TERMINATE ABOVE CEILING PROVIDING
PLENUM RETURN.
12"Ø OUTSIDE AIR DUCT UP.
12"Ø EXHAUST AIR DUCT UP.
NOT USED.
IN-LINE FAN WITH CARBON FILTER MOUNTED ABOVE
CEILING.
DEHUMIDIFIER MOUNTED BELOW CEILING.
PROVIDE HEPA FILTER IN NECK OF AIR DEVICE.
NOT USED.
EXHAUST AIR DUCT UP.
Scale: 1/4" = 1'-0"
MECHANICAL PLAN - FIRST FLOOR1
GENERAL MECHANICAL NOTES:
1.ALL UNITS SHALL HAVE THEIR FILTERS UPGRADED TO
COMPLY WITH AHJ RECOMMENDATION AND SHALL
HAVE A REPLACEMENT SCHEDULE OF MONTHLY
2.OWNER/OPERATOR SHALL MAINTAIN WRITTEN SERVICE
RECORDS AND PROVIDE THEM TO THE AHJ UPON
REQUEST
09/30/2026
01/20/2025
3201 S Halladay St
5/5/2025
1ST FLOOR
BELOW
DRY STORAGE
ROOM
FLOWER ROOM #4
STORAGEROOM
SE
C
U
R
I
T
Y
&
IT
R
O
O
M
UP TO RTU-1
UP TO RTU-2
UP TO RTU-3
UP TO RTU-4
UP TO RTU-5 UP TO RTU-6
UP TO RTU-7
UP TO RTU-8
UP TO RTU-9
UP TO RTU-10
UP TO RTU-9
10"Ø
S1
375
10"Ø
S1
375
10"Ø
S1
375
10"Ø
S1
375
10"Ø
S1
375
10"Ø
S1
375
10"Ø
S1
375 10"Ø
S1
375
10"Ø
S1
375
10"Ø
S1
375
10"Ø
S1
375
10"Ø
S1
375
10"Ø
S1
375
10"Ø
S1
375
10"Ø
S1
375
10"Ø
S1
375
6"Ø
S1
100
6"Ø
S1
100
8"Ø
S1
200
Ø8" EXHAUST
DOWN
22X22
R1
22X22
E1
22X22
R1
22X22
R1
22X22
R1
22X22
R1
22X22
R1
12
X
1
2
E
A
18
X
1
8
E
A
18
X
1
8
E
A
DH-1
DH-1
CS-1
EF-2
1600 CFM
22X22
R1
14"Ø SA10"Ø SA
22X22 EA
22X22
S2
22X22
R1
24X8 EA 24X8 EA
24X8 EA24X8 EA
24X8 EA
24X8 EA24X8 EA
24X8 EA
2401027
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03-15-2024
--
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PROFESSIONAL SEAL
Dr. Al Gonzalez P.E.
DOTec Engineering
424 Jefferson Street
St. Charles, MO 63301
Ph 636-724-9872
Fx 636-724-9032
WWW.DOTECENGINEERING.COM
ALG@DOTECENGINEERING.COM
SHEET NUMBER:
M1.1
PROJECT NUMBER:
DRAWN BY:
CHECKED BY:
FOR CONSTRUCTION
ALG
PR
O
J
E
C
T
:
CL
I
E
N
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:
DATE:
SHEET NAME:
SECOND FLOOR PLAN -
MECHANICAL
THIS DRAWING IS PRELIMINARY
UNTIL SIGNED AND SEALED BY
THE LICENSED PROFESSIONAL
NOTED BELOW.
THE PROFESSIONAL ENGINEER WAIVES ANY AND ALL RESPONSIBILITY
AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO
FOLLOW THESE PLANS, SPECIFICATIONS AND DESIGN INTENT THEY
CONVEY, OR FOR PROBLEMS WHICH ARISE FROM OTHER'S FAILURE
TO OBTAIN AND OR/ FOLLOW THE PROFESSIONAL ENGINEER
GUIDANCE WITH RESPECT TO ANY ERRORS, OMISSIONS,
INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS WHICH ARE
ALLEGED. BUILDINGS TO BE CONSTRUCTED IN FULL CONFORMANCE
WITH ALL APPLICABLE CODES AND RESTRICTIONS. PROFESSIONAL
ENGINEER TO BE NOTIFIED PRIOR TO CONSTRUCTION IN THE EVENT
OF CODE REVISION OR CHANGES.
#
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Scale: 1/4" = 1'-0"
MECHANICAL PLAN - SECOND FLOOR1
KEYED MECHANICAL NOTES:
RETURN GRILLE OPEN TO PLENUM RETURN ABOVE.
RETURN DUCT TO TERMINATE ABOVE CEILING PROVIDING
PLENUM RETURN.
12"Ø OUTSIDE AIR DUCT UP.
12"Ø EXHAUST AIR DUCT UP.
EXHAUST AIR DUCT UP AND TRANSITION TO INLET SIZE OF
ASSOCIATED EXHAUST FAN. PROVIDE ACCESSIBLE
CAN-LITE CARBON FILTER FOR ODOR CONTROL IN
VERTICAL.
IN-LINE FAN WITH CARBON FILTER MOUNTED ABOVE
CEILING.
DEHUMIDIFIER MOUNTED BELOW CEILING.
12"Ø OUTSIDE AIR DUCT DOWN.
12"Ø EXHAUST AIR DUCT DOWN.
EXHAUST AIR DUCT DOWN.
FULL SIZE DUCT UP TO RTU. PROVIDE SMOKE DETECTOR IN
RETURN DUCT
EXHAUST DUCT UP AND TRANSITION TO FULL SIZE OF EF
INLET ABOVE.
PROVIDE HEPA FILTER IN NECK OF AIR DEVICE.
09/30/2024
03/19/2024
3201 S Halladay St
5/5/2025
1ST FLOOR
BELOW
DRY STORAGE
ROOM
FLOWER ROOM #4
STORAGE
ROOM
SE
C
U
R
I
T
Y
&
IT
R
O
O
M
6"Ø
S1
100
6"Ø
S1
100
Ø8" EXHAUST
DOWN
DH
-
1
DH
-
1
22
X
2
2
R1
14"Ø SA10"Ø SA
22X22
R1
24X8 EA
UP TO
RTU-R2-1
UP TO
RTU-R2-2
UP TO
RTU-R1-1
UP TO
RTU-R1-2
8"Ø
S1
200
22
X
2
2
S2
22X22 EA
IU-R3-1
IU-R4-2
1800
IU-R4-1
1800
CS
-
1
EF
-
0
2
16
0
0
C
F
M
UP TO
RTU-OF-2
24
x
2
0
S3
18
0
0
24
x
2
0
S3
18
0
0
UP TO
CU-R4-1
UP TO
CU-R4-2
UP TO
CU-VG-1
UP TO
CU-R3-1
UP TO
CU-OF-1
UP TO
CU-VG-2
RE
F
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I
G
E
R
A
N
T
L
I
N
E
S
IU
-
O
F
-
1
UP TO
CU-CR-1
UP TO
RTU-R4-3
IU-R3-2
UP TO
CU-R3-2
IU
-
V
G
-
2
REFRIGERANT LINE
REFRIGERANT LINES
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--
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PROFESSIONAL SEAL
Dr. Al Gonzalez P.E.
DOTec Engineering
424 Jefferson Street
St. Charles, MO 63301
Ph 636-724-9872
Fx 636-724-9032
WWW.DOTECENGINEERING.COM
ALG@DOTECENGINEERING.COM
SHEET NUMBER:
M1.1
PROJECT NUMBER:
DRAWN BY:
CHECKED BY:
FOR CONSTRUCTION
ALG
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DATE:
SHEET NAME:
SECOND FLOOR PLAN -
MECHANICAL
THIS DRAWING IS PRELIMINARY
UNTIL SIGNED AND SEALED BY
THE LICENSED PROFESSIONAL
NOTED BELOW.
THE PROFESSIONAL ENGINEER WAIVES ANY AND ALL RESPONSIBILITY
AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO
FOLLOW THESE PLANS, SPECIFICATIONS AND DESIGN INTENT THEY
CONVEY, OR FOR PROBLEMS WHICH ARISE FROM OTHER'S FAILURE
TO OBTAIN AND OR/ FOLLOW THE PROFESSIONAL ENGINEER
GUIDANCE WITH RESPECT TO ANY ERRORS, OMISSIONS,
INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS WHICH ARE
ALLEGED. BUILDINGS TO BE CONSTRUCTED IN FULL CONFORMANCE
WITH ALL APPLICABLE CODES AND RESTRICTIONS. PROFESSIONAL
ENGINEER TO BE NOTIFIED PRIOR TO CONSTRUCTION IN THE EVENT
OF CODE REVISION OR CHANGES.
#
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Scale: 1/4" = 1'-0"
MECHANICAL PLAN - SECOND FLOOR1
KEYED MECHANICAL NOTES:
RETURN GRILLE OPEN TO PLENUM RETURN ABOVE.
RETURN DUCT TO TERMINATE ABOVE CEILING PROVIDING
PLENUM RETURN.
12"Ø OUTSIDE AIR DUCT UP.
12"Ø EXHAUST AIR DUCT UP.
NOT USED.
IN-LINE FAN WITH CARBON FILTER MOUNTED ABOVE
CEILING.
DEHUMIDIFIER MOUNTED BELOW CEILING.
12"Ø OUTSIDE AIR DUCT DOWN.
12"Ø EXHAUST AIR DUCT DOWN.
NOT USED.
FULL SIZE DUCT UP TO RTU. PROVIDE SMOKE DETECTOR IN
RETURN DUCT
EXHAUST DUCT UP AND TRANSITION TO FULL SIZE OF EF
INLET ABOVE.
PROVIDE HEPA FILTER IN NECK OF AIR DEVICE.
09/30/2026
01/20/2025
3201 S Halladay St
5/5/2025
HP-1
EF-01
CU-OF-1
CU-R3-1
CU-VG-15T CU-R4-15T
CU-R4-25T
RTU-OF-2
RTU-R4-3
4T
2T
CU-VG-25T
UP TO
CU-R3-1
UP TO
CU-OF-1
UP TO
CU-VG-2
RTU-R2-1 RTU-R2-2
RTU-R1-1 RTU-R1-2
CU-CR-13T
UP TO
CU-CR-1
CU-R3-25T
UP TO
CU-R3-2
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03-19-2024
--
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-
--
-
-
--
-
-
PROFESSIONAL SEAL
Dr. Al Gonzalez P.E.
DOTec Engineering
424 Jefferson Street
St. Charles, MO 63301
Ph 636-724-9872
Fx 636-724-9032
WWW.DOTECENGINEERING.COM
ALG@DOTECENGINEERING.COM
SHEET NUMBER:
M1.2
PROJECT NUMBER:
DRAWN BY:
CHECKED BY:
FOR CONSTRUCTION
ALG
PR
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CL
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DATE:
SHEET NAME:
ROOF PLAN -
MECHANICAL
THIS DRAWING IS PRELIMINARY
UNTIL SIGNED AND SEALED BY
THE LICENSED PROFESSIONAL
NOTED BELOW.
THE PROFESSIONAL ENGINEER WAIVES ANY AND ALL RESPONSIBILITY
AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO
FOLLOW THESE PLANS, SPECIFICATIONS AND DESIGN INTENT THEY
CONVEY, OR FOR PROBLEMS WHICH ARISE FROM OTHER'S FAILURE
TO OBTAIN AND OR/ FOLLOW THE PROFESSIONAL ENGINEER
GUIDANCE WITH RESPECT TO ANY ERRORS, OMISSIONS,
INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS WHICH ARE
ALLEGED. BUILDINGS TO BE CONSTRUCTED IN FULL CONFORMANCE
WITH ALL APPLICABLE CODES AND RESTRICTIONS. PROFESSIONAL
ENGINEER TO BE NOTIFIED PRIOR TO CONSTRUCTION IN THE EVENT
OF CODE REVISION OR CHANGES.
#
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MECHANICAL PLAN - ROOF1
KEYED MECHANICAL NOTES:
12"Ø OUTSIDE AIR DUCT FROM BELOW TO TERMINATE ON
ROOF WITH GOOSENECK 12" ABOVE ROOF WITH
BUGSCREEN.
12"Ø EXHAUST AIR DUCT FROM BELOW TO TERMINATE ON
ROOF WITH GOOSENECK 12" ABOVE ROOF WITH
BUGSCREEN.
NOT USED.
FULL SIZE EXHAUST DUCT DOWN.
FULL SIZE SUPPLY AND RETURN DUCT DOWN FROM HEAT
PUMP ROOFTOP UNIT.
OA INTAKE SHALL BE MORE THAN 10' AWAY FROM EXHAUST
DISCHARGE.
GENERAL MECHANICAL NOTES:
PENETRATIONS LARGER THAN 96 SQUARE INCHES WILL
REQUIRE POLICE DEPARTMENT APPROVAL BEFORE ROUGH
MECHANICAL INSPECTION CAN BE APPROVED.
COORDINATE WITH THE G.C AND ARCHITECT FOR A
MINIMUM OF 2'X2' ROOF SCUTTLE OF TRAPDOOR THAT IS
CONNECTED TO A PERMANENT OR FOLDAWAY
STAIRS/LADDER.
09/30/2026
01/20/2025
3201 S Halladay St
5/5/2025
CONDENSATE DRAIN DETAIL DUCT MOUNTED SMOKE DETECTOR DETAIL1
RETURN DIFUSER DETAIL
- ROOFTOP HVAC UNIT
6
4
3 DUCT SUPPORT DETAIL
2
8
5
7
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03-19-2024
--
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--
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PROFESSIONAL SEAL
Dr. Al Gonzalez P.E.
DOTec Engineering
424 Jefferson Street
St. Charles, MO 63301
Ph 636-724-9872
Fx 636-724-9032
WWW.DOTECENGINEERING.COM
ALG@DOTECENGINEERING.COM
SHEET NUMBER:
M2.0
PROJECT NUMBER:
DRAWN BY:
CHECKED BY:
FOR CONSTRUCTION
ALG
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SHEET NAME:
MECHANICAL DETAILS
THIS DRAWING IS PRELIMINARY
UNTIL SIGNED AND SEALED BY
THE LICENSED PROFESSIONAL
NOTED BELOW.
THE PROFESSIONAL ENGINEER WAIVES ANY AND ALL RESPONSIBILITY
AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO
FOLLOW THESE PLANS, SPECIFICATIONS AND DESIGN INTENT THEY
CONVEY, OR FOR PROBLEMS WHICH ARISE FROM OTHER'S FAILURE
TO OBTAIN AND OR/ FOLLOW THE PROFESSIONAL ENGINEER
GUIDANCE WITH RESPECT TO ANY ERRORS, OMISSIONS,
INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS WHICH ARE
ALLEGED. BUILDINGS TO BE CONSTRUCTED IN FULL CONFORMANCE
WITH ALL APPLICABLE CODES AND RESTRICTIONS. PROFESSIONAL
ENGINEER TO BE NOTIFIED PRIOR TO CONSTRUCTION IN THE EVENT
OF CODE REVISION OR CHANGES.
#
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09/30/2026
01/20/2025
3201 S Halladay St
5/5/2025
PLUMBING - GENERAL NOTES
1.THESE PLANS ARE INTENDED FOR DIAGRAMMATIC DISPLAY. SHOWING THE GENERAL
LOCATION, TYPE, LAYOUT, AND EQUIPMENT REQUIRED. THE DRAWINGS SHALL NOT BE
SCALED FOR EXACT MEASUREMENT. REFER TO ARCHITECTURAL DRAWINGS FOR
DIMENSIONS. REFER TO MANUFACTURER'S STANDARD INSTALLATION DRAWINGS FOR
EQUIPMENT CONNECTIONS AND INSTALLATION REQUIREMENTS. PROVIDE PIPING,
CONNECTIONS, FITTINGS, VALVES, OFFSETS AND ALL MATERIALS NECESSARY FOR A
COMPLETE SYSTEM. SUBMIT SHOP DRAWINGS WHEN SPECIFIED.
2.EXACT LOCATION OF PLUMBING FIXTURES SHALL BE DETERMINED FROM ARCH DESIGN
AND COORDINATED IN FIELD.
3.ALL BURIED SANITARY SHALL HAVE A MINIMUM SLOPE OF 2% FOR LESS THAN 2.5" INCH
SIZE AND A MINIMUM SLOPE OF 1% FOR 3-6 INCH SIZE.
4.ALL FLOOR CLEANOUTS SHALL HAVE ROUND POLISHED BRONZE TOP COVERS WITH
BRASS CLEAN-OUT PLUG. COVERS SHALL BE SET SO THAT THEY ARE FLUSH WITH
SURROUNDING FLOOR SURFACES. COVERS SHALL BE SECURED WITH STANDARD
SCREWS. SEE SCHEDULE.
5.ALL FLOOR DRAINS SHALL BE 3" PIPE SIZE UNLESS NOTED OTHERWISE. ALL DRAIN
COVERS SHALL BE SECURED WITH STANDARD SCREWS. PVC NOT ALLOWED FOR THE
FIRST 8'.
6.ALL PIPING IN FINISHED AREAS SHALL BE CONCEALED.
7.ALL VENT PIPING SHALL PITCH TO DRAIN.
8.REFER TO THE FIXTURE SCHEDULES ON THIS ARCHITECTURAL SHEETS FOR PIPING
CONNECTION SIZES AND MOUNTING HEIGHTS OF FIXTURES IF NOT SHOWN HERE.
9.COORDINATE ALL UNDER-SLAB PIPING LOCATIONS WITH ALL OTHER DISCIPLINES.
VERIFY EXISTING STRUCTURAL MEMBERS FOOTINGS PRIOR TO CONSTRUCTION TO
ENSURE THE SANITARY PIPING WILL NOT INTERFERE WITH THE STRUCTURAL MEMBER.
NOTIFY GENERAL CONTRACTOR AND ENGINEER IF THERE ARE ANY POTENTIAL
CONFLICTS.
10.PLUMBING CONTRACTOR SHALL BE RESPONSIBLE FOR CUTTING OR DRILLING ANY
HOLES IN THE MILLWORK AS REQUIRED FOR PLUMBING CONNECTIONS.
11.ALL BURIED WATER PIPING SHALL BE INSTALLED USING UNBROKEN LENGTHS OF TYPE
"K" COPPER. NO BURIED JOINTS. INSTALL 1/2" THICK BITUMINOUS PIPE WRAP INSULATION
ON ALL BURIED PIPING.
12.ALL WATER PIPING SHUT-OFF VALVES SHALL BE LOCATED NO MORE THAN 24" ABOVE
FINISHED CEILINGS OF ALL WATER BRANCHES WHEN WATER PIPES ARE RAN RIGHT
ABOVE THE CEILINGS AND NOT IN JOIST SPACE.
13.CONDENSATE DRAIN PIPING SHALL BE INSULATED WITH 1/2" INSULATION ANYWHERE
ROUTED ABOVE GRADE INSIDE BUILDING.
14.CONTRACTOR SHALL SCOPE AND VERIFY INVERT ELEVATIONS OF SEWERS TO WHICH
NEW WASTE LINES ARE TO BE CONNECTED BEFORE ANY PURCHASING, ROUGHING-IN OR
INSTALLATION OF NEW WASTE SYSTEM.
15.CONTRACTOR SHALL VERIFY AND COORDINATE LOCATION OF ALL PLUMBING LINES WITH
DUCTWORK, FIRE PROTECTION AND ELECTRICAL SERVICES. VERIFY WITH GENERAL
CONTRACTOR BEFORE BEGINNING WORK.
16.THE INSTALLATION OF ALL VALVES, UNIONS, THERMOMETERS, GAUGES, OR OTHER
INDICATING RECORDING EQUIPMENT AND SPECIALTIES REQUIRING FREQUENT READING,
REPAIRS, ADJUSTMENT, INSPECTION, REMOVAL OR REPLACEMENT SHALL BE
CONVENIENTLY AND ACCESSIBLY LOCATED WITH REFERENCE TO THE FINISHED
BUILDING.
17.WASTE PIPING UNDER SLAB SHALL BE A MINIMUM OF 2" DIAMETER.
18.SUSPEND ALL HORIZONTAL SERVICE PIPING SHOWN ON THIS PROJECT SUCH AS, BUT
NOT LIMITED TO; WATER, SANITARY WASTE/VENT, GAS FROM UNDERSIDE OF ROOF
AND/OR FLOOR STRUCTURE, UNLESS OTHERWISE NOTED OR INDICATED. HOLD SUCH
PIPING AS HIGH AS
19.CONTRACTORS AND SUB-CONTRACTORS SHALL CAREFULLY REVIEW THE
CONSTRUCTION DOCUMENTS INCLUDING BUT NOT LIMITED TO THESE DRAWINGS AND
SPECIFICATIONS. INFORMATION REGARDING THE COMPLETE WORK IS DISPERSED
THROUGHOUT THE DOCUMENT SET AND CANNOT BE ACCURATELY DETERMINED
WITHOUT REFERENCE TO THE COMPLETE DOCUMENT SET.
20.COORDINATE WITH THE WORK OF OTHER SECTIONS, EQUIPMENT FURNISHED BY
OTHERS, REQUIREMENTS OF THE OWNER, AND WITH THE CONSTRAINTS OF THE
EXISTING CONDITIONS OF THE PROJECT SITE. PROVIDE PIPE RISES, DROPS, AND
OFFSETS, AS REQUIRED FOR FIELD INSTALLATION AND TRADE COORDINATION. NOTIFY
ARCHITECT OF ANY DISCREPANCIES BEFORE STARTING WORK.
21.ALL WORK SHALL COMPLY WITH STATE AND LOCAL CODE REQUIREMENTS AS APPROVED
AND AMENDED BY THE GOVERNING CITY, INCLUDING APPLICABLE SECTIONS OF ANY
INTERIM AMENDMENTS AT THE TIME OF THE PROPOSAL. PURCHASE ALL PERMITS
ASSOCIATED WITH THE WORK. OBTAIN ALL INSPECTIONS REQUIRED BY CODE.
22.DOMESTIC HOT WATER PIPING AND DOMESTIC COLD WATER PIPING SHALL BE
INSULATED PER SPECIFICATIONS A SECTION C404.4 OF 2015 IECC AND PROJECT
SPECIFICATIONS. ALL DOMESTIC HOT WATER PIPING AND DOMESTIC COLD WATER
PIPING SHALL BE INSULATED WITH FIBERGLASS PIPE INSULATED WITH FOIL-CRAFT
LAMINATE VAPOR BARRIER FASTENED WITH PRESSURE SENSITIVE TAPE AND LAPPED 12"
MINIMUM. ALL FITTINGS, VALVES, FLANGES, ETC. SHALL BE COVERED WITH PVC FITTING
COVER, TAPED AND TACKED FASTED AND LABELED.
PIPE Ø INSULATION THICKNESS
1/2" 1"
3/4" 1"
1" 1"
1-1/4"1-1/2"
1-1/2"1-1/2"
2"1-1/2"
2-1/2"1-1/2"
3"2"
23.VERIFY SERVICE CONNECTION POINTS, SIZES, ELEVATIONS, AND METERING LOCATIONS
FOR PROJECT WITH LOCAL UTILITIES COMPANY'S AND/OR CIVIL ENGINEER. SERVICES TO
INCLUDE BUT NOT LIMITED TO DOMESTIC WATER, FIRE, SANITARY SEWER, STORM
SEWER.
24.CONTRACTOR SHALL INSTALL CLEANOUTS IN ACCESSIBLE LOCATIONS ON ALL SANITARY
STACKS AND PIPING PER CODE. ACCESSIBLE CLEANOUTS SHALL ALSO BE INSTALLED AT
ANY CHANGE IN DIRECTION AS PER CODE.
25.CONTRACTOR IS TO SURVEY ALL EXISTING SANITARY, VENT, AND STORM PIPING THAT IS
TO REMAIN, OR TO BE RESUED AND REPAIR AS NEEDED PER CODE.
26.CONTRACTOR IS TO COORDINATE PAINTING OF PIPES WITH THE ARCHITECTURAL
SHEETS. ALL PIPING SHALL BE LABELED, AND INSTALLED PER CODE.
27.CONTRACTOR SHALL INSTALL SHUT OFF VALVES AT EVERY WATER BRANCH EVEN IF
NOT SHOWN ON PLANS.
28.IN ACCORDANCE WITH NFPA 13 ALL PENETRATIONS (PIPE, DUCTWORK, CONDUIT, ETC.)
PASSING THROUGH CONCRETE SLABS SHALL BE INSTALLED WITH ONE INCH CLEARANCE
ON ALL SIDES FOR PENETRATIONS THREE INCHES IN DIAMETER OR SMALLER AND WITH
TWO INCHES CLEARANCE ON ALL SIDES FOR PENETRATIONS FOUR INCHES IN DIAMETER
AND LARGER. CONTRACTOR SHALL FILL ALL PENETRATIONS WITH APPROVED FIRE
RATED MASTIC.
PLUMBING - PIPING SYSTEMS
1.ALL PLUMBING WORK IS TO BE DONE IN ACCORDANCE WITH THE
REQUIREMENTS OF THE 2015 INTERNATIONAL PLUMBING CODE AND LOCAL
AMENDMENTS.
2.THE CONTRACTOR SHALL COORDINATE WITH ALL STATE AND LOCAL BUILDING
REGULATION AGENCIES AND UTILITY COMPANY(S) IN THE PROCUREMENT OF
AND PAYMENT OF ALL PERMITS, LICENSES, FEES AND CHARGES REQUIRED
FOR THE PERFORMANCE OF THE WORK
3.THE CONTRACTOR IS RESPONSIBLE FOR ALL FEES AND DIRECT EXPENSES
INVOLVED IN ANY INSPECTION REQUIRED FOR THE PROJECT.
4.PIPING MATERIAL SHALL BE AS CALLED FOR IN THE SPECIFICATIONS OR AS
DETAILED ON THE DRAWING(S), AND SHALL BE PLENUM RATED.
5.VALVES ON WATER LINES SHALL BE TWO PIECE BRONZE BALL VALVES. DO
NOT SUBSTITUTE GATE OR GLOBE VALVES. VALVES SHALL BE FULL PORT, THE
SAME SIZE AS THEIR INLET PIPING.
6.ALL PLUMBING FIXTURES ARE TO BE FURNISHED COMPLETE WITH
NECESSARY STOPS, TRAPS, TAILPIECES, TRIM, SHUT-OFF VALVES, BFP, ETC,
EVEN IF NOT SHOWN IN THE DRAWINGS. SINKS SHALL HAVE A SLIP JOINT
P-TRAP.
7.THE CONTRACTOR SHALL COOPERATE AND COORDINATE HIS WORK WITH THE
WORK OF OTHER SUB-CONTRACTORS ON THE PROJECT.
8.THE CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLING A COMPLETE
AND FUNCTIONAL SYSTEM IN ACCORDANCE WITH THE INTENT OF THE PLANS,
WHETHER OR NOT EVERY ELEMENT THEREOF IS SPECIFICALLY CALLED OUT.
9.DO NOT INSTALL CAPPED AIR CHAMBERS AT FIXTURES. INSTALL WATER
HAMMER ARRESTERS AS SHOWN ON DETAIL 10/P400, AND AT THE END OF
EVERY WATER LINE BRANCH EVEN IF NOT SHOWN ON PLANS. ARRESTERS
ARE TO BE RATED FOR INSTALLATION IN CONCEALED LOCATIONS.
10.PLUMBING PIPING SHALL NOT BE INSTALLED ABOVE ELECTRICAL PANELS.
PROVIDE REQUIRED CLEARANCES PER "N.E.C." COORDINATE ELECTRICAL
PANELS LOCATIONS WITH THE ELECTRICAL CONTRACTOR.
11.PIPE INSULATION SHALL BE AS CALLED FOR IN THE SPECIFICATIONS OR AS
DETAILED ON THE DRAWING(S).
12.CONTRACTOR SHALL PROVIDE ONE YEAR WARRANTY ON ALL WORK
PERFORMED.
13.PROVIDE CHROME ESCUTCHEON COVER PLATES AT ALL PIPE PENETRATIONS
OF FINISHED WALL SURFACES.
14.PLUMBING SUB-CONTRACTOR SHALL INFORM THE ELECTRICAL
SUB-CONTRACTOR OF THE VOLTAGE AND POWER REQUIREMENTS OF ALL
PLUMBING EQUIPMENT TO BE INSTALLED AND ENSURE THAT THE PLUMBING
EQUIPMENT IS IN THE CORRECT VOLTAGE.
15.IT IS THE CONTRACTOR'S RESPONSIBILITY TO ROUTE ALL WATER PIPING
AROUND SPACES WITH TEMPERATURES BELOW FREEZING (i.e. ABOVE
CEILING SPACES, CHASES, EXTERIOR WALLS, ETC.). IF FREEZING OF ANY
WATER PIPING OCCURS IT SHALL BE THIS CONTRACTOR'S RESPONSIBILITY TO
REPAIR THE PIPING THRU A NON-FREEZING SPACE TO THE
FIXTURE/APPLIANCE ORIGINALLY SERVED BY THE FROZEN PIPING.
16.ALL CAULKING ON BUILDING PENETRATIONS SHALL BE ELASTOMERIC
POLYURETHANE (NO EXCEPTIONS) EQUAL TO "VULKEM" ANY CONTRACTOR
WHO USES SILICONE OR ANY OTHER CAULKING WILL BE REQUIRED TO
REMOVE AND REPLACE WITH ELASTOMERIC POLYURETHANE.
17.INSTALL ACCESS PANELS OR DOORS WHERE EQUIPMENT AND/OR VALVES
ARE LOCATED IN CONCEALED SPACES. COORDINATE LOCATIONS WITH ARCH
DRAWINGS.
18.ALL WATER HEATERS AND HOT WATER STORAGE TANKS SHALL HAVE A DRAIN
VALVE INSTALLED AT THE BOTTOM OF THE TANK AS REQUIRED BY CODE AND
SHALL DRAIN TO FLOOR DRAIN OR MOP SINK. DRAIN PANS SHOULD BE
INCLUDED WITH ALL WATER HEATERS. ALL WATER HEATERS SHALL DRAIN
INTO MOP SINKS, FLOOR DRAIN, FLOOR SINK VIA INDIRECT CONNECTION.
WH'S ARE TO BE SET TO 140F.
19.CONTRACTOR SHALL PROVIDE THE ENGINEER WITH PLUMBING SUBMITTALS
CONTAINING INFORMATION SHEETS ON ALL PLUMBING FIXTURES, PIPE,
MATERIALS, VALVES, AND ALL INDIVIDUAL ITEMS SPECIFIED IN NOTES ON THE
PLANS.
20.BEFORE BEING PLACED IN SERVICE AND AFTER TESTING IS COMPLETED, ALL
POTABLE WATER PIPING SHALL BE CHLORINATED AS SPECIFIED HEREIN, IN
ACCORDANCE WITH AWWA STANDARD C651 OR AWWA C652 AND AS
REQUIRED BY THE LOCAL HEALTH DEPARTMENT CODES.
21.SANITARY WASTE & VENT PIPING SHALL FLOW BY GRAVITY WITHOUT THE USE
OF ANY PUMPS. VENT PIPING SHALL BE PIPED SEPARATELY FROM INDIRECT
WASTE VENT PIPING.
22.ALL LAVATORY AND SINKS SHALL BE PROVIDED WITH PRESSURE BALANCING
TEMPERING VALVES LOCATED BELOW SINK TO LIMIT THE HOT WATER
TEMPERATURE TO 105 AND 110 DEGREE F. MAXIMUM.
23.HOT & COLD WATER PIPING SYSTEMS SHALL BE INSTALLED PER PLUMBING ND
HEALTH CODES FOR ALL FOOD PREPORATIONSINKS AND EQUIPMENT SHALL
BE SERVED BY A HOT WATER PIPING SYSTEM WITH 140 DEGREE F. HOT
WATER AND RECIRCULATING SYSTEM
24.CONTRACTOR IS TO VERIFY THE EXISTING WATER PRESSURE PRIOR TO
CONSTRUCTION. THE PURESSURE AFTER THE RPZ AND BFP LOCATED INSIDE
OF THE BUILDING SHALL BE A MIN OF 65 PSI. CONTACT GC AND ENGINEER IF
THIS IS NOT THE CASE.
25.AUTOMATIC FIRE PROTECTION AND FIRE SPRINKLER TO BE ENGINEERED AND
DESIGNED UNDER THE GC SCOPE OF WORK. RELOCATION AND REROUTING
OF RISERS AND ASSOCIATED PIPING IS TO BE DONE BY FIRE ROTECTION
CONTRACTOR.
26.CONTRACTOR IS TO FIELD VERIFY LOCATIONS OF EXISTING HOSE BIBBS AND
RECONNECT THEM TO THE NEW WATER SYSTEM WITH A SHUT OFF VALVE,
AND PER CODE. SEE PLUMBING SCHEDULE NEW HOSE BIBBS IF NEEDED.
1.ALL DRAWINGS ARE DIAGRAMMATIC. CONTRACTOR SHALL CAREFULLY EXAMINE EXISTING CONDITION
BEFORE STARTING ANY WORK.
2.ALL CONNECTION TO EXISTING SERVICE SHALL BE MADE IN AN APPROVED MANNER.
3.THE EXISTING SYSTEM SHALL BE LEFT IN PERFECT ORDER UPON COMPLETION OF NEW WORK.
4.LOCATION AND SIZES OF EXISTING PIPING ARE APPROXIMATE. EXACT SIZES AND LOCATION OF ALL EXISTING
PIPE SHALL BE VERIFIED IN THE FIELD.
5.ALL EXISTING PIPING, VALVES, INSULATION ETC DAMAGED BY NEW WORK SHALL BE REPAIRED AND
REPLACED WITHOUT EXTRA CHARGES TO THE OWNER.
6.BEFORE SUBMITTING PROPOSAL, BIDDERS SHALL CAREFULLY EXAMINE FIELD CONDITIONS AND CONTRACT
DRAWINGS OF ALL TRADES. SUBMISSION OF PROPOSAL SHALL BE CONSTRUED AS EVIDENCE THAT REQUIRED
EXAMINATION HAS BEEN MADE. LATER CLAIMS FOR EXTRA LABOR, EQUIPMENT OR MATERIALS REQUIRED DUE
TO DIFFICULTIES WHICH COULD OF BEEN FORESEEN WILL BE BE RECOGNIZED.
7.COORDINATE INSTALLATION OF NEW WASTE PIPING IN CEILIGN BELOW THE EXISTING CONDITION. RESTORE
ORIGINAL CONDITIONS OF ANY DISTURBED WORK.
8.REMOVE ALL EXISTING INACTIVE OR ABANDONED WASTE, VENT, WATER LINES WITHIN CONTRACT AREA. CAP
LINES AT SOURCE AND REMOVE FIXTURES AS INDICATED.
9.THOROUGHLY CLEAN EXISTING HOUSE TRAPS & HOUSE SEWERES TO POINT OF CONNECTION WITH
MUNICIPAL SEWER. MECHANICALLY ROD & POWER FLUSH HOUSE SEWERS TO INSURE NO BROKEN PIPE,
BLOCKAGE AND / OR IMPROPER PIPE PITCH. REPLACE AS REQUIRED
GENERAL NOTES
PLUMBING PIPE MATERIAL SCHEDULE
PIPING SYSTEM ABR.PIPING MATERIAL
SANITARY DRAINAGE & VENT (ABOVE GRADE)SAN, GW, OR V HUB-LESS CAST IRON OR PVC (MATCH WITH EXISTING)
STORM DRAINAGE (ABOVE GRADE)STORM HUB-LESS CAST IRON OR PVC (MATCH WITH EXISTING)
SANITARY DRAINAGE & VENT (BELOW GRADE)S, W, OR V HUB-LESS CAST IRON
STORM DRAINAGE (BELOW GRADE)STORM HUB-LESS CAST IRON (MATCH WITH EXISTING
POTABLE WATER (DOMESTIC ABOVE GRADE)CW OR HW TYPE L HARD DRAWN COPPER OR PEX TUBING AS
ALLOWED
POTABLE WATER - 2" & SMALLER (DOM. BELOW
GRADE)CW OR HW TYPE K SOFT ANNEALED COPPER
PIPE SPECIFICATIONS
SYSTEM
ABOVE GRADE
PIPE
FITTINGS
COUPLINGS
SERVICE WEIGHT HUBLESS CAST IRON SOIL PIPE: CISP1 301
HUBLESS CAST IRON SOIL PIPE FITTINGS: CISP1 301
STANDARDM, SHEILDED, STAINLESS STEEL COUPLINGS: CISP1 310,
WITH STAINLESS STEEL CORRUGATED SHIELD;STAINLESS STEEL
BANDS AND TIGHTENING DEVICES; AND ASTM C 564, RUBBER SLEEVE.WHERE INDICATED
PIPE
FITTINGS
COUPLINGS
BELOW GRADE
PIPE
FITTINGS
BELOW GRADE, ALT.
PIPE
FITTINGS
COUPLINGS
ABOVE GRADE
PIPE
FITTINGS
COUPLINGS
BELOW GRADE
PIPE
FITTINGS
JOINTS
INDIRECT
ABOVE GRADE
PIPE
FITTINGS
SERVICE WEIGHT HUBLESS CAST IRON SOIL PIPE: CISP1 301
HUBLESS CAST IRON SOIL PIPE FITTINGS: CISP1 301
STANDARDM, SHEILDED, STAINLESS STEEL COUPLINGS: CISP1 310,
WITH STAINLESS STEEL CORRUGATED SHIELD;STAINLESS STEEL
BANDS AND TIGHTENING DEVICES; AND ASTM C 564, RUBBER SLEEVE.
SERVICE WEIGHT HUB & SPIGOT, CAST IRON SOIL PIPE ASTM A74
SERVICE WEIGHT HUB & SPIGOT, CAST IRON SOIL PIPE FITTINGS: ASTM A74
SERVICE WEIGHT HUBLESS CAST IRON SOIL PIPE: CISPI 301
HUBLESS CAST IRON SOIL PIPE FITTINGS: CISPI 301
HEAVY DUTY, SHIELDED, CAST IRON COUPLINGS: ASTM A 48/A
48M, TWO-PIECE, CAST IRON HOUSING; STAINLESS STEEL
BOLTS AND NUTS; AND ASTM C 564, RUBBER SLEEVE.
(ONLY WHEN CORROSIVE SOILS EXIST)
SOLID WALL ABS, SCHEDULE 40, ASTM D 2661
DWV PATTERN ABS SOCKET FITTINGS, ASTM D 2661
ASTM D 2235
NOTE: SOLID WALL ABS PIPE IS NOT ALLOWED FOR RESIDENTIAL
PROJECTS THAT ARE THREE STORIES OR OVER
BELOW GRADE, ALT.
PIPE
FITTINGS
COUPLINGS
BELOW GRADE, ALT.
PIPE
FITTINGS
JOINTS
HARD COPPER TUBE: ASTM B 88, TYPE L WATER TUBE, DRAWN TEMPER.
ASME B16.18, CAST COPPER ALLOY OR ASME B16.22, WROUGHT COPPER,
SOLDER-JOINT FITTINGS.
ASTM B 813, WATER-FLUSHABLE, LEAD-FREE FLUX; ASTM B 32, LEAD-FREE
ALLOY SOLDER; AND ASTM B 828 PROCEDURE.
SOFT COPPER TUBE: ASTM B 88, TYPE L WATER TUBE, ANNEALED TEMPER.
ASME B16.18, CAST COPPER ALLOY OR ASME B16.22, WROUGHT COPPER,
SOLDER-JOINT FITTINGS.
ASTM B 813, WATER-FLUSHABLE, LEAD-FREE FLUX; ASTM B 32, LEAD-FREE
ALLOY SOLDER; AND ASTM B 828 PROCEDURE.
HARD COPPER TUBE: ASTM B 88, TYPE M WATER TUBE, DRAWN TEMPER.
ASME B16.18, CAST COPPER ALLOY OR ASME BI 6.22, WROUGHT COPPER,
SOLDER-JOINT FITTINGS.
ASTM B 813, WATER FLUSHABLE, LEAD-FREE FLUX; ASTM B 32,
LEAD-FREE ALLOY SOLDER; AND ASTM B 828 PROCEDURE.
COPPER TYPE “M” WITH 95-5 SOLDER JOINTS.
THREADED END, STANDARD WEIGHT STEEL PIPE: ASTM A 53/A 53M, ASTM A
135, OR ASTM A 795, WITH FACTORY OR FIELD FORMED THREADED ENDS.
MALLEABLE IRON THREADED FITTINGS: ASME B16.3.
FIRE PROTECTION
DOMESTIC WATER
SANITARY SEWER & VENT
CONDENSATE AND INDIRECT
ABOVE GRADE, ALT.
PIPE
FITTINGS
COUPLINGS
GROOVED END, SCHEDULE 10 STEEL PIPE: ASTM A 135 OR ASTM A 795,
WITH FACTORY OR FIELD FORMED, ROLL-GROOVED ENDS.
GROOVED END FITTINGS: UL—LISTED, ASTM A 536, DUCTILE IRON
CASTING WITH OD MATCHING STEEL PIPE OD.
GROOVED END PIPE COUPLINGS: UL 213 AND AWWA C606, RIGID
PATTERN; GASKETED FITTING MATCHING STEEL PIPE OD, DUCTILE IRON
HOUSING WITH KEYS MATCHING STEEL PIPE AND FITTING GROOVES,
RUBBER GASKET LISTED FOR USE WITH HOUSING, AND STEEL BOLTS
AND NUTS
INSULATION
ALL HOT WATER PIPING, VALVES AND FILLINGS ABOVE THE CEILING WITHIN THE BUILDING
SHALL BE INSULATED WITH CERTAIN-TEED, SNAP-ON OR JOHNS MANVILLE MICRO-LOK
INSULATION. ALL HOT AND COLD WATER PIPING, VALVES AND FITTINGS OUTSIDE OF BUILDING
SHALL BE INSULATED WITH CERTAIN-TEED, SNAP-ON OR JOHNS MANVILLE MICRO-LOK
INSULATION WITH CHILDERS ALUMINUM ROLL JACKETING. AIR CONDITIONING CONDENSATION
DRAIN PIPING & ROOF DRAIN PIPING SHALL BE INSULATED W/ JOHNS MANVILLE "AEROTUBE”
FOAM PLASTIC PIPE INSULATION. MATERIAL TO BE APPROVED FOR R.A. PLENUM
APPLICATION.
CLEANOUTS
SHALL BE MANUFACTURED BY MIFAB, J.R. SMITH, OR ZURN OR SIMILAR, AS FOLLOWS:
A.FINISHED ROOM FLOORS: MIFAB C1100 W/NB. TOP AND GASKETED WATER-TIGHT COVER.
B.WALLS: MIFAB C1460-RD W/ BRONZE PLUG AND CHROME PLATED COVER.
C.YARD AND PARKING LOT: MIFAB C1300-MF CAST IRON SURFACE LEVEL CLEANOUT.
SAME AS ABOVE GRADE
SPECIFICATION CONTRACTOR IS TO COORDINATE/PERFORM A WATER FLOW TEST, AND PROVIDE RESULTS TO PROJECT
MANAGER/ENGINEER FOR REVIEW. SHOULD THE FLOW TEST RESULTS PROVE THAT THE EXISTING WATER SERVICE
IS INADEQUATE FOR THE PROPOSED WATER DEMAND, CONTRACTOR TO SUBMIT A WRITTEN COST PROPOSAL
INCLUDING TIME ESTIMATE TO COMPLETE UPGRADING THE EXISTING WATER SERVICE TO THE PROJECT MANAGER.
SHOULD THE EXISTING INCOMING WATER PRESSURE BE INADEQUATE FOR PROPOSED FIXTURE DEMAND,
CONTRACTOR TO PROVIDE AN ALTERNATE BID, AND TIME ESTIMATE, FOR THE ADDITION OF A WATER PRESSURE
BOOSTER PUMP TO THE PROPOSED DESIGN.
SEE WATER AND WASTE SERVICE CALCULATIONS BELOW. IMMEDIATELY NOTIFY PROJECT MANAGER/ENGINEER OF
ANY DISCREPANCIES BETWEEN DATA BELOW AND EXISTING CONDITIONS.
FIELD VERIFY ALL EXISTING CONDITIONS, REQUIREMENTS AND EXTENT OF WORK
WATER SERVICE UPGRADE NOTE
WATER EFFICIENCY AND CONSERVATION:
NEW PLUMBING FIXTURES AND FITTINGS SHALL NOT EXCEED THE MAXIMUM ALLOWABLE FLOW RATE
SPECIFIED IN TABLE 5.303.2.3. (5.303.2.1)
RESOURCE EFFICIENCY:
CONTRACTOR SHALL TEST AND ADJUST THE NEW WATER HEATERS AS PER THE MANUFACTURER'S
COMMISSIONING REQUIREMENTS IN THE INSTALLATION OPERATION AND MAINTENANCE MANUAL (IOM), (5.410.4.2)
TESTING AND ADJUSTING:
A FINAL REPORT FOR THE TESTING AND ADJUSTING OF ALL NEW SYSTEMS SHALL BE COMPLETED PRIOR TO
FINAL APPROVAL BY THE FIELD INSPECTOR. THIS REPORT SHALL BE SIGNED BY THE INDIVIDUAL RESPONSIBLE
FOR PERFORMING THESE SERVICES. (5.410.4.4)
AN OPERATION & SYSTEMS MANUAL SHALL BE PROVIDED TO THE OWNER OR REPRESENTATIVE AND TO THE
FIELD INSPECTOR AT THE TIME OF FINAL INSPECTION (5.410.4.5)
CALIFORNIA GREEN BUILDING CODE
1.DESIGN AND INSTALL A COMPLETE WET AUTOMATIC FIRE SPRINKLER SYSTEM WITH
COVERAGE FOR ALL AREAS.
2.ALL WORK SHALL BE IN ACCORDANCE WITH THE 1999 NFPA 1
3.STANDARD FOR THE INSTALLATION OF SPRINKLER SYSTEMS AND AUTHORITIES HAVING
JURISDIC11ON. 3. MODIFY THE EXISTING SPRINKLER SYSTEM TO MEET THE NEEDS OF THE
NEW TENANT SPACE. PROVIDE NEW PIPING AND SPRINKLER HEADS.
4.VERIFY ALL EXISTING UTILITIES INCLUDING SIZE, LOCATION, INVERT, PRESSURE AND
AVAILABILITY PRIOR TO THE START OF WORK.
5.COORDINATE SPRINKLER PIPING WITH DUCTS, PIPING, CABLE TRAYS, CONDUITS, OTHER
CEILING ACCESSORIES AND EXISTING CONDITIONS. COORDINATE SPRINKLER HEAD
LAYOUT WITH REFLECTED CEILING PLANS, GRILLES, AND LIGHT FIXTURES. LOCATE
SPRINKLER HEADS SYMMETRICALLY AND IN THE CENTER OF CEILING TILES.
6.PRIOR TO COMMENCING WORK, SUBMIT AND OBTAIN APPROVALS FOR PIPING DRAWINGS,
HEAD LAYOUTS, HYDRAULIC CALCULATIONS AND MATERIALS FROM THE ARCHITECT AND
ALL AUTHORITIES HAVING JURISDICTION INCLUDING THE LOCAL FIRE MARSHALL AND THE
OWNER’S INSURANCE UNDERWRITER.
T.I. FIRE PROTECTION NOTES
SUPPLY PIPING NOTES:
1.AT THE POINTS OF INTERCONNECTION BETWEEN THE HOT AND COLD WATER SUPPLY PIPING SYSTEMS AND THE INDIVIDUAL
FIXTURES, APPLIANCES OR DEVICES, PROVISIONS SHALL BE MADE TO PREVENT UNDESIRED FLOW BETWEEN SUCH PIPING
SYSTEMS.
2.LAVATORY FAUCETS SHALL BE OF THE METERING TYPE WHEN LOCATED IN THE FOLLOWING PUBLIC RESTROOMS:
2.1.IN ALL OCCUPANCIES IN RESTROOMS THAT HAVE SIX OR MORE LAVATORIES.
2.2.IN SCHOOL OCCUPANCIES IN STUDENT-USE RESTROOMS
2.3.IN ASSEMBLY OCCUPANCIES IN ALL CUSTOMER OR PUBLIC-USE RESTROOMS.
3.THE FIXTURE SUPPLY PIPE SHALL TERMINATE NOT MORE THAN 36 INCHES FROM THE POINT OF CONNECTION TO THE
FIXTURE. A REDUCED-SIZE FLEXIBLE WATER CONNECTOR INSTALLED BETWEEN THE SUPPLY PIPE AND THE FIXTURE SHALL
BE OF AN APPROVED TYPE. THE SUPPLY PIPE SHALL EXTEND TO THE FLOOR OR WALL ADJACENT TO THE FIXTURE.
4.WHERE WATER PRESSURE WITHIN A BUILDING EXCEEDS 80 PSI STATIC, AN APPROVED WATER PRESSURE-REDUCING VALVE
CONFORMING TO ASSE 1003 OR CSA B356 WITH STRAINER SHALL BE INSTALLED TO REDUCE THE PRESSURE IN THE WATER
DISTRIBUTION PIPING TO NOT GREATER THAN 80 PSI STATIC.
4.1.THE PRESSURE-REDUCING VALVE SHALL BE DESIGNED TO REMAIN OPEN TO PERMIT UNINTERRUPTED WATER FLOW IN
CASE OF VALVE FAILURE.
5.A WATER-HAMMER ARRESTOR SHALL BE INSTALLED WHERE QUICK-CLOSING VALVES AND METALLIC PIPING ARE USED. NOT
REQUIRED WHERE PLASTIC PIPE IS USED FOR WATER DISTRIBUTION PIPING.
6.PIPE AND PIPE FITTINGS, INCLUDING VALVES AND FAUCETS, UTILIZED IN THE WATER SUPPLY SYSTEM SHALL HAVE NOT
MORE THAN 8-PERCENT LEAD CONTENT.
6.1.PIPE, PIPE FITTINGS, JOINTS, VALVES, FAUCETS AND FIXTURE FITTINGS UTILIZED TO SUPPLY WATER FOR DRINKING OR
COOKING PURPOSES SHALL COMPLY WITH NSF 372 AND SHALL HAVE A WEIGHTED AVERAGE LEAD CONTENT OF 0.25
PERCENT OR LESS.
7.THE DEVELOPED LENGTH OF HOT OR TEMPERED WATER PIPING, FROM THE SOURCE OF HOT WATER TO THE FIXTURES THAT
REQUIRE HOT OR TEMPERED WATER, SHALL NOT EXCEED 50 FEET.
8.THE WATER SUPPLY CONNECTION TO COFFEE MACHINES AND NONCARBONATED BEVERAGE DISPENSERS SHALL BE
PROTECTED AGAINST BACKFLOW BY A BACKFLOW PREVENTER CONFORMING TO ASSE 1022 OR BY AN AIR GAP.
9.THE SUPPLY LINES AND FITTINGS FOR PLUMBING FIXTURES SHALL BE INSTALLED SO AS TO PREVENT BACKFLOW. PLUMBING
FIXTURE FITTINGS SHALL PROVIDE BACKFLOW PROTECTION IN ACCORDANCE WITH ASME A112.18.1/CSA B125.1.
SANITARY PIPING
1.HORIZONTAL DRAINAGE PIPING SHALL BE INSTALLED IN UNIFORM ALIGNMENT AT UNIFORM SLOPES. THE SLOPE OF A
HORIZONTAL DRAINAGE PIPE SHALL BE NOT LESS THAN;
[PIPE SIZE (INCHES): MINIMUM SLOPE (IN/FT)]
2 1/2 OR LESS 1/4
3 TO 6 1/8
8 OR LARGER 1/16
2.THE SIZE OF THE DRAINAGE PIPING SHALL NOT BE REDUCED IN SIZE IN THE DIRECTION OF THE FLOW.
3.HORIZONTAL DRAINAGE PIPES IN BUILDINGS SHALL HAVE CLEANOUTS LOCATED AT INTERVALS OF NOT MORE THAN 100
FEET.
4.ONE CLEANOUT SHALL BE REQUIRED FOR EVERY FOUR HORIZONTAL 45-DEGREE CHANGES LOCATED IN SERIES.2401027
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03-19-2024
PROFESSIONAL SEAL
Dr. Al Gonzalez P.E.
DOTec Engineering
424 Jefferson Street
St. Charles, MO 63301
Ph 636-724-9872
Fx 636-724-9032
WWW.DOTECENGINEERING.COM
ALG@DOTECENGINEERING.COM
SHEET NUMBER:
P0
PROJECT NUMBER:
DRAWN BY:
CHECKED BY:
FOR CONSTRUCTION
ALG
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DATE:
SHEET NAME:
PLUMBING NOTES
THIS DRAWING IS PRELIMINARY
UNTIL SIGNED AND SEALED BY
THE LICENSED PROFESSIONAL
NOTED BELOW.
THE PROFESSIONAL ENGINEER WAIVES ANY AND ALL RESPONSIBILITY
AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO
FOLLOW THESE PLANS, SPECIFICATIONS AND DESIGN INTENT THEY
CONVEY, OR FOR PROBLEMS WHICH ARISE FROM OTHER'S FAILURE
TO OBTAIN AND OR/ FOLLOW THE PROFESSIONAL ENGINEER
GUIDANCE WITH RESPECT TO ANY ERRORS, OMISSIONS,
INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS WHICH ARE
ALLEGED. BUILDINGS TO BE CONSTRUCTED IN FULL CONFORMANCE
WITH ALL APPLICABLE CODES AND RESTRICTIONS. PROFESSIONAL
ENGINEER TO BE NOTIFIED PRIOR TO CONSTRUCTION IN THE EVENT
OF CODE REVISION OR CHANGES.
#
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1
12
/
1
7
/
2
4
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2
2/
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4
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2/14/25
9/30/26
3201 S Halladay St
5/5/2025
LEGEND
(ABV.) DESCRIPTION REPRESENTATION
GAS GAS GAS GAS GAS
CP
(CW)COLD WATER
(HW)HOT WATER
(NW)NUTRIENT ENRICHED WATER
(PW)PURIFIED WATER [R.O.]
(RCM)NUTRIENT RECLAIM
(SAN)SANITARY
(VENT)SANITARY VENTILATION
(VTR)VENT THROUGH ROOF
(GAS)NATURAL GAS
SHUT-OFF VALVE
CHECK VALVE
FLOOR SINK/DRAIN
CLEAN-OUT
PIPE UNION
RELIEF VALVE
HOSE BIB
WATER METER
GAS METER
AUTOMATED VALVE
CONTROL PANEL
M
G
SK
OR
LAV
WHUS
1/2" CW FROM
WALL
1/
2
"
C
W
1/2" CW1/2" HW
1-
1
/
2
"
S
A
N
2401027
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03-19-2024
PROFESSIONAL SEAL
Dr. Al Gonzalez P.E.
DOTec Engineering
424 Jefferson Street
St. Charles, MO 63301
Ph 636-724-9872
Fx 636-724-9032
WWW.DOTECENGINEERING.COM
ALG@DOTECENGINEERING.COM
SHEET NUMBER:
P0.0
PROJECT NUMBER:
DRAWN BY:
CHECKED BY:
FOR CONSTRUCTION
ALG
PR
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CL
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DATE:
SHEET NAME:
PLUMBING NOTES,
SCHEDULES, CALCS,
DETAILS
THIS DRAWING IS PRELIMINARY
UNTIL SIGNED AND SEALED BY
THE LICENSED PROFESSIONAL
NOTED BELOW.
THE PROFESSIONAL ENGINEER WAIVES ANY AND ALL RESPONSIBILITY
AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO
FOLLOW THESE PLANS, SPECIFICATIONS AND DESIGN INTENT THEY
CONVEY, OR FOR PROBLEMS WHICH ARISE FROM OTHER'S FAILURE
TO OBTAIN AND OR/ FOLLOW THE PROFESSIONAL ENGINEER
GUIDANCE WITH RESPECT TO ANY ERRORS, OMISSIONS,
INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS WHICH ARE
ALLEGED. BUILDINGS TO BE CONSTRUCTED IN FULL CONFORMANCE
WITH ALL APPLICABLE CODES AND RESTRICTIONS. PROFESSIONAL
ENGINEER TO BE NOTIFIED PRIOR TO CONSTRUCTION IN THE EVENT
OF CODE REVISION OR CHANGES.
#
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GENERAL NOTES:
SUPPLY PIPING
1.AT THE POINTS OF INTERCONNECTION BETWEEN THE HOT AND COLD WATER SUPPLY PIPING SYSTEMS AND THE INDIVIDUAL
FIXTURES, APPLIANCES OR DEVICES, PROVISIONS SHALL BE MADE TO PREVENT UNDESIRED FLOW BETWEEN SUCH PIPING
SYSTEMS.
2.LAVATORY FAUCETS SHALL BE OF THE METERING TYPE WHEN LOCATED IN THE FOLLOWING PUBLIC RESTROOMS:
2.1.IN ALL OCCUPANCIES IN RESTROOMS THAT HAVE SIX OR MORE LAVATORIES.
2.2.IN SCHOOL OCCUPANCIES IN STUDENT-USE RESTROOMS
2.3.IN ASSEMBLY OCCUPANCIES IN ALL CUSTOMER OR PUBLIC-USE RESTROOMS.
3.THE FIXTURE SUPPLY PIPE SHALL TERMINATE NOT MORE THAN 36 INCHES FROM THE POINT OF CONNECTION TO THE
FIXTURE. A REDUCED-SIZE FLEXIBLE WATER CONNECTOR INSTALLED BETWEEN THE SUPPLY PIPE AND THE FIXTURE SHALL
BE OF AN APPROVED TYPE. THE SUPPLY PIPE SHALL EXTEND TO THE FLOOR OR WALL ADJACENT TO THE FIXTURE.
4.WHERE WATER PRESSURE WITHIN A BUILDING EXCEEDS 80 PSI STATIC, AN APPROVED WATER PRESSURE-REDUCING VALVE
CONFORMING TO ASSE 1003 OR CSA B356 WITH STRAINER SHALL BE INSTALLED TO REDUCE THE PRESSURE IN THE WATER
DISTRIBUTION PIPING TO NOT GREATER THAN 80 PSI STATIC.
4.1.THE PRESSURE-REDUCING VALVE SHALL BE DESIGNED TO REMAIN OPEN TO PERMIT UNINTERRUPTED WATER FLOW IN
CASE OF VALVE FAILURE.
5.A WATER-HAMMER ARRESTOR SHALL BE INSTALLED WHERE QUICK-CLOSING VALVES AND METALLIC PIPING ARE USED. NOT
REQUIRED WHERE PLASTIC PIPE IS USED FOR WATER DISTRIBUTION PIPING.
6.PIPE AND PIPE FITTINGS, INCLUDING VALVES AND FAUCETS, UTILIZED IN THE WATER SUPPLY SYSTEM SHALL HAVE NOT MORE
THAN 8-PERCENT LEAD CONTENT.
6.1.PIPE, PIPE FITTINGS, JOINTS, VALVES, FAUCETS AND FIXTURE FITTINGS UTILIZED TO SUPPLY WATER FOR DRINKING OR
COOKING PURPOSES SHALL COMPLY WITH NSF 372 AND SHALL HAVE A WEIGHTED AVERAGE LEAD CONTENT OF 0.25
PERCENT OR LESS.
7.THE DEVELOPED LENGTH OF HOT OR TEMPERED WATER PIPING, FROM THE SOURCE OF HOT WATER TO THE FIXTURES THAT
REQUIRE HOT OR TEMPERED WATER, SHALL NOT EXCEED 50 FEET.
8.THE WATER SUPPLY CONNECTION TO COFFEE MACHINES AND NONCARBONATED BEVERAGE DISPENSERS SHALL BE
PROTECTED AGAINST BACKFLOW BY A BACKFLOW PREVENTER CONFORMING TO ASSE 1022 OR BY AN AIR GAP.
9.THE SUPPLY LINES AND FITTINGS FOR PLUMBING FIXTURES SHALL BE INSTALLED SO AS TO PREVENT BACKFLOW. PLUMBING
FIXTURE FITTINGS SHALL PROVIDE BACKFLOW PROTECTION IN ACCORDANCE WITH ASME A112.18.1/CSA B125.1.
SANITARY PIPING
3.HORIZONTAL DRAINAGE PIPING SHALL BE INSTALLED IN UNIFORM ALIGNMENT AT UNIFORM SLOPES. ALL BURIED SANITARY
SHALL HAVE A MINIMUM SLOPE OF 2% FOR LESS THAN 3" INCH SIZE AND A MINIMUM SLOPE OF 1% FOR 4-6 INCH SIZE.
4.THE SIZE OF THE DRAINAGE PIPING SHALL NOT BE REDUCED IN SIZE IN THE DIRECTION OF THE FLOW.
5.HORIZONTAL DRAINAGE PIPES IN BUILDINGS SHALL HAVE CLEANOUTS LOCATED AT INTERVALS OF NOT MORE THAN 100 FEET.
6.ONE CLEANOUT SHALL BE REQUIRED FOR EVERY FOUR HORIZONTAL 45-DEGREE CHANGES LOCATED IN SERIES.
PIPING INSULATION
1.WATER PIPING INSULATION MUST SATISFY TABLE 120.3-A OF THE 2022 CALIFORNIA ENERGY CODE.
PIPE HANGER:
1.SUSPENDED PIPING MUST SATISFY WITH TABLE 313.3 HANGERS AND SUPPORTS OF THE 2022 CPC SEC. 313.3.
Scale: NTS
WATER HEATER PLUMBING CONNECTIONS DETAIL2
MOLDED PIPE BOOT FURNISHED
BY ROOFING CONTR.
MEMBRANE ROOFING
SEALANT BEAD
STAINLESS STEEL PIPE CLAMP
SHEET LEAD FLASHING BOOT
MIN. 4 LB./S.F. AND 24'' SQ.
12''BUILT-UP ROOFING
ROOF CONSTRUCTION CUT OPENING OR SLEEVE
ROOF CONSTRUCTION
VENT STACK
INCREASER IF REQ'D.
TURN-DOWN LEAD FLASHING
INTO TOP OF VENT PIPE
SINGLE FIXTURE
PDI
SIZE
PC TO PROVIDE WATER HAMMER ARRESTERS BY SIOUX CHIEF, PRECISION
PLUMBING PRODUCTS, WATTS OR APPROVED EQUIVALENT WITH PISTON
AND O-RING CONSTRUCTION, HAVING PDI #WH-201, ASSE #1010 AND
POSITION, BUT NEVER UPSIDE DOWN. INSTALL IN LINE WITH WATER FLOW
DIRECTION IF POSSIBLE. SIZE THE UNITS AS SHOWN ON THE DRAWINGS
AND/OR PER THE TABLES SHOWN ABOVE. SIZING CHARTS ARE BASED ON
SIOUX CHIEF. USE SPECIFIC MANUFACTURER'S SIZING CHARTS.
A
B
C
D
E
PIPE
SIZE
1/2"
3/4"
1"
1-1/4"
1-1/2"
FIXTURE
UNIT LOAD
1-11
12-32
33-60
61-113
114-154
MULTIPLE FIXTURE
FIXTURE UNIT TABULATION
FIXTURE COLD HOT
VALVE WATER CLOSET
TANK WATER CLOSET
URINAL
LAVATORY/SINK
JANITOR'S SINK
10
5
5
1.5
3
1.5
3
PDI
SIZE
"A"
INSTALL PER PDI
STANDARDS AND
MANUFACTURER'S
INSTRUCTIONS
HOT OR COLD WATER SUPPLY
IF HORIZONTAL BRANCH IS LESS THAN
20'LONG, PROVIDE ONE WHA AT END OF LINE
IF BRANCH IS GREATER THAN 20' LONG,
PROVIDE ANOTHER WHA IN MIDDLE, EACH
SIZED FOR HALF THE FIXTURE UNITS
ROD
ROD
NUT TOP AND
BOTTOM
ROD MAXIMUM
1/2'' BELOW NUT
CLEVIS
HANGER
PIPE
SHEETMETAL
HANGER
SHIELD
INSULATION
ROD MAXIMUM 1/2'' BELOW NUT
SHEETMETAL HANGER
SHIELD
PIPE
SHEETMETAL HANGER
SHIELD
ROD
SHEETMETAL
HANGER SHIELD
PIPE ROD
NUT TOP AND
BOTTOM
NUT TOP AND
BOTTOM
INSULATION
ROD MAXIMUM
1/2'' BELOW NUT PIPE
ROD INSULATION
FLOOR
PLUG
CLEAN OUT
Scale: NTS
VENT THROUGH ROOF (VTR) DETAIL4
Scale: NTS
FLOOR CLEANOUT DETAIL3
Scale: NTS
PIPE HANGAR DETAIL6
Scale: NTS
WATER HAMMER ARRESTOR LAYOUT DETAIL7
Scale: NTS
FLOOR DRAIN DETAIL5
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PLUMBING PIPE MATERIAL SCHEDULE
PIPING SYSTEM ABR.PIPING MATERIAL
SANITARY DRAINAGE & VENT (ABOVE GRADE)SAN, GW, OR V HUB-LESS CAST IRON OR PVC (MATCH WITH EXISTING)
STORM DRAINAGE (ABOVE GRADE)STORM HUB-LESS CAST IRON OR PVC (MATCH WITH EXISTING)
SANITARY DRAINAGE & VENT (BELOW GRADE)S, W, OR V HUB-LESS CAST IRON
STORM DRAINAGE (BELOW GRADE)STORM HUB-LESS CAST IRON (MATCH WITH EXISTING)
POTABLE WATER (DOMESTIC ABOVE GRADE)CW OR HW TYPE L HARD DRAWN COPPER OR PEX TUBING AS
ALLOWED
POTABLE WATER - 2" & SMALLER (DOM. BELOW
GRADE)CW OR HW TYPE K SOFT ANNEALED COPPER
1
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3
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2 3
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3201 S Halladay St
5/5/2025
HALLWAY HALLWAY
OFFICE-6
TRIM &CURE ROOM
PRODUCTSTORAGE
R/O WATERROOM &NUTRIENTS
ENTRYCHEK-IN
LOBBY
VEG ROOM
FLOWER ROOM #3
EMPLOYEE
BATHRM 1
LOUNGE
BATHRM 2
M
2" CW
FROM
UTILITY
2"
C
W
1-
1
/
2
"
C
W
1-
1
/
2
"
C
W
1"
C
W
1-1/2" CW
3/
4
"
C
W
HB1
HB1
HB1
HB1
1/
2
"
N
W
HB2
1/
2
"
N
W
1/
2
"
N
W
1/
2
"
N
W
HB2
HB2
1/
2
"
N
W
1/
2
"
N
W
1/2" NW
1/2" NW
1/2" NW
HB2
HB2
HB2
HB2
3/4" NW 1" NW 1-1/4" NW
1-
1
/
2
"
N
W
1"
N
W
3/
4
"
N
W
1" CW
1"
C
W
1/2" CW
1/
4
"
C
W
1/
2
"
C
W
1/
2
"
C
W
1/
2
"
C
W
1/2" CW 1/2" CW
WHUS
SK
WC LAV WC
LAV
1/
2
"
C
W
1/
2
"
C
W
1/
2
"
C
W
1" CW 3/4" CW
COF
TANK
TANK
TANK
R/
O
SY
S
T
E
M
(
B
Y
OT
H
E
R
S
)
1" CW
FROM NUTRIENT
PREPARATION
SYSTEM (BY
OTHERS)
TO NUTRIENT
RECLAIM AND
REVERSE
OSMOSIS (R/O)
SYSTEM (BY
OTHERS)
3/4" FLEXIBLE
CONNECTIONS
FROM PRODUCT
BEDS TO 1-1/4"
RCM HEADER
1-1/4" RCM DOWN
FROM FLOOR
ABOVE
1-1/4" RCM
1-1/4" RCM
HEADER
3/4" FLEXIBLE
CONNECTIONS
FROM PRODUCT
BEDS TO 1-1/4"
RCM HEADER
1-1/4" RCM
DISCHARGE
TO FS2
FS2
FS2
FS2
FS2
FS2
CLARIFIER
TANK (BFF, BY
OTHERS)
1-
1
/
4
"
R
C
M
1-
1
/
4
"
R
C
M
1-
1
/
4
"
R
C
M
1-
1
/
4
"
R
C
M
1-1/4" RCM
1-1/4" RCM
1-1/4" RCM
1-1/4" RCM
1-1/4" RCM
WHUS WHUS
FRIDG
FRIDG
DRY STORAGE
ROOM
FLOWER ROOM #4
STORAGEROOM
3/4" CW FROM
BELOW
1/2" CW TO
ABOVE
1/
2
"
C
W
HB1
1/
2
"
N
W
FR
O
M
BE
L
O
W
HB2
1/
2
"
N
W
FR
O
M
BE
L
O
W
HB2
3/4" FLEXIBLE
CONNECTIONS
FROM PRODUCT
BEDS TO 1-1/4"
RCM HEADER
1-1/4" RCM
HEADER DOWN TO
FLOOR BELOW
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03-19-2024
PROFESSIONAL SEAL
Dr. Al Gonzalez P.E.
DOTec Engineering
424 Jefferson Street
St. Charles, MO 63301
Ph 636-724-9872
Fx 636-724-9032
WWW.DOTECENGINEERING.COM
ALG@DOTECENGINEERING.COM
SHEET NUMBER:
P1.0
PROJECT NUMBER:
DRAWN BY:
CHECKED BY:
FOR CONSTRUCTION
ALG
PR
O
J
E
C
T
:
CL
I
E
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:
DATE:
SHEET NAME:
PLUMBING WATER PLAN
THIS DRAWING IS PRELIMINARY
UNTIL SIGNED AND SEALED BY
THE LICENSED PROFESSIONAL
NOTED BELOW.
THE PROFESSIONAL ENGINEER WAIVES ANY AND ALL RESPONSIBILITY
AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO
FOLLOW THESE PLANS, SPECIFICATIONS AND DESIGN INTENT THEY
CONVEY, OR FOR PROBLEMS WHICH ARISE FROM OTHER'S FAILURE
TO OBTAIN AND OR/ FOLLOW THE PROFESSIONAL ENGINEER
GUIDANCE WITH RESPECT TO ANY ERRORS, OMISSIONS,
INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS WHICH ARE
ALLEGED. BUILDINGS TO BE CONSTRUCTED IN FULL CONFORMANCE
WITH ALL APPLICABLE CODES AND RESTRICTIONS. PROFESSIONAL
ENGINEER TO BE NOTIFIED PRIOR TO CONSTRUCTION IN THE EVENT
OF CODE REVISION OR CHANGES.
#
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Scale: 1/4" = 1'-0"
PLUMBING WATER PLAN (1ST FLOOR)1
GENERAL PLAN NOTES
1.EXCEPT AS INDICATED, PLUMBING CONTRACTOR SHALL DEMOLISH EXISTING PLUMBING SYSTEM AND
REPAIR WALLS/ROOF/SLAB AS NECESSARY.
KEYED PLUMBING NOTES:
COORDINATE WITH FIELD CONDITIONS TO REDUCE 2" CW FROM UTILITY TO 1-1/2" CW FOR
DISTRIBUTION. 2'' CW SUPPLY IN FROM WATER AUTHORITY MAIN TO SECONDARY WATER METER.
PROVIDE MAIN SHUTOFF VALVE, BACKFLOW WATER PREVENTOR AND PRESSURE REDUCING VALVE,
FULL SIZE OF PIPE.
BRING 3/4" CW UP TO NEXT LEVEL. THEN BRING 1/2" UP TO ROOF FOR HY.
PROVIDE AND INSTALL UNDER-SINK WATER HEATER (WHUS) FOR POINT OF USE HOT WATER. REFER TO
DETAIL 2 ON SHEET P0.0 FOR WATER CONNECTIONS DETAILS. REFER TO MANUFACTURER DOCUMENTS
FOR ADDITIONAL INFORMATION REGARDING INSTALLATION AND MAINTENANCE. ENSURE ALL EXPOSED
HOT WATER PIPES ARE INSULATED AND PROTECTED AGAINST INCIDENTAL CONTACT BY PERSONNEL.
BRING 1" CW TO WATER PURIFICATION SYSTEM FOR MAKE-UP WATER. CONNECTION TO BE MADE
UPSTREAM OF REVERSE OSMOSIS SYSTEM (SPECIFIED BY OTHERS) BEFORE DISTRIBUTION TO HOLDING
TANKS FOR NUTRIENT ADDITIONS.
COORDINATE PLUMBING CONNECTIONS FOR PURIFIED WATER, WATER STORAGE, AND NUTRIENT
PREPARATION SYSTEMS WITH SUB-CONTRACTOR.
Scale: NTS
1ST FLOOR KEY PLAN
Scale: NTS
2ND FLOOR KEY PLAN
Scale: 1/4" = 1'-0"
PLUMBING WATER PLAN (2nd FLOOR)2
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2/14/25
9/30/26
3201 S Halladay St
5/5/2025
HALLWAY HALLWAY
OFFICE-6
TRIM &
CURE ROOM
PRODUCT
STORAGE
R/O WATER
ROOM &
NUTRIENTS
ENTRY
CHEK-IN
LOBBY
VEG ROOM
FLOWER ROOM #3
EMPLOYEE
BATHRM 1
LOUNGE
BATHRM 2
EXISTING
4" SAN TO
UTILITY TO
REMAIN
1-1/2" VTR
2" VTR 2" VTR
1-1/2" SAN
4" SAN
4" SAN
4"
S
A
N
COW
COW
4" SAN 4" SAN 4" SAN
4"
S
A
N
WHUS
SK
WC
LAV
WC
LAV
COF
TANK
TANK
TANK
R/
O
SY
S
T
E
M
(
B
Y
OT
H
E
R
S
)
TO NUTRIENT
RECLAIM AND
REVERSE
OSMOSIS (R/O)
SYSTEM (BY
OTHERS)
3/4" FLEXIBLE
CONNECTIONS
FROM PRODUCT
BEDS TO 1-1/4"
RCM HEADER
1-1/4" RCM DOWN
FROM FLOOR
ABOVE
1-1/4" RCM
1-1/4" RCM
HEADER
3/4" FLEXIBLE
CONNECTIONS
FROM PRODUCT
BEDS TO 1-1/4"
RCM HEADER
1-1/4" RCM
DISCHARGE
TO FS2
FS2
FS2
FS2
FS2
FS2
CLARIFIER
TANK (BFF, BY
OTHERS)
1
-
1
/
4
"
R
C
M
1
-
1
/
4
"
R
C
M
1
-
1
/
4
"
R
C
M
1
-
1
/
4
"
R
C
M
1-1/4" RCM
1-1/4" RCM
1-1/4" RCM
1-1/4" RCM
1-1/4" RCM
WHUS WHUS
FRIDG
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PROFESSIONAL SEAL
Dr. Al Gonzalez P.E.
DOTec Engineering
424 Jefferson Street
St. Charles, MO 63301
Ph 636-724-9872
Fx 636-724-9032
WWW.DOTECENGINEERING.COM
ALG@DOTECENGINEERING.COM
SHEET NUMBER:
P1.1
PROJECT NUMBER:
DRAWN BY:
CHECKED BY:
FOR CONSTRUCTION
ALG
PR
O
J
E
C
T
:
CL
I
E
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T
:
DATE:
SHEET NAME:
PLUMBING SANITARY
AND VENT PLAN
THIS DRAWING IS PRELIMINARY
UNTIL SIGNED AND SEALED BY
THE LICENSED PROFESSIONAL
NOTED BELOW.
THE PROFESSIONAL ENGINEER WAIVES ANY AND ALL RESPONSIBILITY
AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO
FOLLOW THESE PLANS, SPECIFICATIONS AND DESIGN INTENT THEY
CONVEY, OR FOR PROBLEMS WHICH ARISE FROM OTHER'S FAILURE
TO OBTAIN AND OR/ FOLLOW THE PROFESSIONAL ENGINEER
GUIDANCE WITH RESPECT TO ANY ERRORS, OMISSIONS,
INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS WHICH ARE
ALLEGED. BUILDINGS TO BE CONSTRUCTED IN FULL CONFORMANCE
WITH ALL APPLICABLE CODES AND RESTRICTIONS. PROFESSIONAL
ENGINEER TO BE NOTIFIED PRIOR TO CONSTRUCTION IN THE EVENT
OF CODE REVISION OR CHANGES.
#
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Scale: 1/4" = 1'-0"
PLUMBING SANITARY PLAN (1ST FLOOR)1
GENERAL PLAN NOTES
1. EXCEPT AS INDICATED, PLUMBING CONTRACTOR SHALL DEMOLISH EXISTING PLUMBING SYSTEM AND
REPAIR WALLS/ROOF/SLAB AS NECESSARY.
KEYED PLUMBING NOTES:
COORDINATE WITH FIELD CONDITIONS TO UTILIZE EXISTING 4" SAN CONNECTION TO UTILITY.
BRING 1/2" CW TO TRAP PRIMER CONNECTION ON FS1. REFER TO DETAIL 1 ON SHEET P0.0 FOR
DIAGRAMMATIC RISER INFORMATION, AND SHEET P1.0 FOR CW DISTRIBUTION INFORMATION.
2
2/
1
4
/
2
5
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2/14/25
9/30/26
3201 S Halladay St
5/5/2025
HALLWAY HALLWAY
OFFICE-6
TRIM &CURE ROOM
PRODUCTSTORAGE
R/O WATERROOM &NUTRIENTS
ENTRYCHEK-IN
LOBBY
VEG ROOM
FLOWER ROOM #3
EMPLOYEE
BATHRM 1
LOUNGE
BATHRM 2
WHUS
SK
WC LAV WC
LAV
COF
TANK
TANK
TANK
R/
O
SY
S
T
E
M
(
B
Y
OT
H
E
R
S
)
TO NUTRIENT
RECLAIM AND
REVERSE
OSMOSIS (R/O)
SYSTEM (BY
OTHERS)
3/4" FLEXIBLE
CONNECTIONS
FROM PRODUCT
BEDS TO 1-1/4"
RCM HEADER
1-1/4" RCM DOWN
FROM FLOOR
ABOVE
1-1/4" RCM
1-1/4" RCM
HEADER
3/4" FLEXIBLE
CONNECTIONS
FROM PRODUCT
BEDS TO 1-1/4"
RCM HEADER
1-1/4" RCM
DISCHARGE
TO FS2
FS2
FS2
FS2
FS2
FS2
CLARIFIER
TANK (BFF, BY
OTHERS)
1-
1
/
4
"
R
C
M
1-
1
/
4
"
R
C
M
1-
1
/
4
"
R
C
M
1-
1
/
4
"
R
C
M
1-1/4" RCM
1-1/4" RCM
1-1/4" RCM
1-1/4" RCM
1-1/4" RCM
WHUS WHUS
FRIDG
DRY STORAGE
ROOM
FLOWER ROOM #4
STORAGEROOM
3/4" FLEXIBLE
CONNECTIONS
FROM PRODUCT
BEDS TO 1-1/4"
RCM HEADER
1-1/4" RCM
HEADER DOWN TO
FLOOR BELOW
FRIDG 2401027
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03-19-2024
PROFESSIONAL SEAL
Dr. Al Gonzalez P.E.
DOTec Engineering
424 Jefferson Street
St. Charles, MO 63301
Ph 636-724-9872
Fx 636-724-9032
WWW.DOTECENGINEERING.COM
ALG@DOTECENGINEERING.COM
SHEET NUMBER:
P1.2
PROJECT NUMBER:
DRAWN BY:
CHECKED BY:
FOR CONSTRUCTION
ALG
PR
O
J
E
C
T
:
CL
I
E
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T
:
DATE:
SHEET NAME:
PLUMBING NUTRIENT
RECLAIM SYSTEM PLAN
THIS DRAWING IS PRELIMINARY
UNTIL SIGNED AND SEALED BY
THE LICENSED PROFESSIONAL
NOTED BELOW.
THE PROFESSIONAL ENGINEER WAIVES ANY AND ALL RESPONSIBILITY
AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO
FOLLOW THESE PLANS, SPECIFICATIONS AND DESIGN INTENT THEY
CONVEY, OR FOR PROBLEMS WHICH ARISE FROM OTHER'S FAILURE
TO OBTAIN AND OR/ FOLLOW THE PROFESSIONAL ENGINEER
GUIDANCE WITH RESPECT TO ANY ERRORS, OMISSIONS,
INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS WHICH ARE
ALLEGED. BUILDINGS TO BE CONSTRUCTED IN FULL CONFORMANCE
WITH ALL APPLICABLE CODES AND RESTRICTIONS. PROFESSIONAL
ENGINEER TO BE NOTIFIED PRIOR TO CONSTRUCTION IN THE EVENT
OF CODE REVISION OR CHANGES.
#
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Scale: 1/4" = 1'-0"
PLUMBING RECLAIM PLAN (1ST FLOOR)1
Scale: NTS
2ND FLOOR KEY PLAN
Scale: 1/4" = 1'-0"
PLUMBING RECLAIM PLAN (2nd FLOOR)2
Scale: NTS
1ST FLOOR KEY PLAN
GENERAL PLAN NOTES
1.ALL COMPONENTS FOR RECLAIM SYSTEM ARE NEW. RECLAIM DISCHARGE PIPES TO BE OF PVC TYPE
AND SLOPE AS SANITARY PIPES, UNDER SLAB.
KEYED PLUMBING NOTES:
CLARIFIER TANK (SPECIFIED BY OTHERS) TO BE INSTALLED BELOW FINISHED FLOOR (BFF). COORDINATE
WITH G.C. FOR BELOW GRADE ACCESS TO TANK AND PUMP FOR MAINTENANCE.
COORDINATE PLUMBING CONNECTIONS FOR NUTRIENT RECLAIM SYSTEM WITH SUB-CONTRACTOR. ALL
RECLAIMED WATER MUST MEET THE REQUIREMENTS OF THE 2022 CPC.
1
12
/
1
7
/
2
4
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M
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V
1
2
2/
1
4
/
2
5
AH
J
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M
E
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2/14/25
9/30/26
3201 S Halladay St
5/5/2025
3/4" FLEXIBLE
CONNECTIONS FROM
PRODUCT BEDS TO
1-1/4" RCM HEADER
3/4" FLEXIBLE
CONNECTIONS FROM
PRODUCT BEDS TO
1-1/4" RCM HEADER
3/4" FLEXIBLE
CONNECTIONS FROM
PRODUCT BEDS TO
1-1/4" RCM HEADER
1-1/4" RCM HEADER
DOWN TO FLOOR
BELOW
TO NUTRIENT RECLAIM AND
REVERSE OSMOSIS (R/O)
SYSTEM (BY OTHERS)
1-1/4" R
C
M
FS2
2 FU
FS2
2FU
FS2
2 FU
FS2
2 FU
FS2
2 FU
1-1/4" RCM DOWN
FROM FLOOR ABOVE
1-1/4" RCMHEAD
E
R
1-1/4" R
C
M
1-1/4
"
R
C
M
1-1/4
"
R
C
M
1-1/4" RCM
1-1/4
"
RCM
1-1/4
"
R
C
M
COF
1-1/4" RCM
DISCHARGE TO FS2
1-1/4
"
R
C
M
2'' VTR
2'' VTR
2'' VTR
1-1/2'' VTR
LAV
1 FU
COW
COW
LAV
1 FU
SK
4 FU
WC
4 FU
WC
4 FU
1-1/2
"
S
A
N
4" SA
N
4" SA
N
4" SA
N
EXISTING 4" SAN TO
UTILITY TO REMAIN
4" SA
N
4" SA
N
4" SA
N
4" SAN
CLARIFIER TANK
(BFF, BY OTHERS)M
WHUS
WHUS
WHUSLAV
1
WSFU
LAV
1
WSFU
SK
1.5
WSFU
WC
2.5
WSFU
WC
2.5
WSFU
REF
1" CW
FROM NUTRIENT
PREPARATION SYSTEM
(BY OTHERS)
1" CW
1
/
4
"
C
W
1
/
2
"
C
W
1
/
2
"
C
W
1
/
2
"
C
W
1
/
2
"
C
W
1
/
2
"
C
W
1" C
W
2" C
W
1-1/2
"
C
W
1-1/2"
C
W
1" C
W
1-1/2
"
CW
1" C
W
3/4"
CW
1/2" CW
1/2"
C
W
1/2"
C
W
3/
4
"
C
W
HB2
1
WSFU
HB2
1
WSFU
HB2
1
WSFU
HB2
1
WSFU
HB1
1
WSFU
HB1
1
WSFU
HB1
1
WSFU
HB1
1
WSFU
HB2
1
WSFU
HB2
1
WSFU
HB2
1
WSFU
1
/
2
'
'
N
W
1
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2
'
'
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W
1
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2
'
'
N
W
1
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'
'
N
W
1
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'
'
N
W
3/4" NW
1" NW
1" N
W
1-1/4
"
N
W
1-1/4
"
NW5 WS
F
U
1-1/2" N
W
8 WSFU
1" NW
3 WS
F
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3/4"
N
W
1/2"
NW
1/2"
N
W
1/2" NW
1
/
2
"
N
W
HB2
HB2
1
WSFU
HB1
1
WSFU
1/2'' NW FROM
BELOW
1/2'' NW FROM
BELOW 3/4'' CW FROM
BELOW
1/2'' CW TO
ABOVE
HB1
1
WSFU 1/2'' CW FROM
BELOW
1/2" CW
3/4" C
W
3/4"
CW
1" C
W
1/2" C
W
1" C
W
TO R.O. SYSTEM
(BY OTHERS)
8.5 WSFU
20 G
P
M
6 WSFU
8.5 WSFU
+
2
0
GPM
2401027
STB
SN
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5
03-19-2024
PROFESSIONAL SEAL
Dr. Al Gonzalez P.E.
DOTec Engineering
424 Jefferson Street
St. Charles, MO 63301
Ph 636-724-9872
Fx 636-724-9032
WWW.DOTECENGINEERING.COM
ALG@DOTECENGINEERING.COM
SHEET NUMBER:
P1.3
PROJECT NUMBER:
DRAWN BY:
CHECKED BY:
FOR CONSTRUCTION
ALG
PR
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J
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:
CL
I
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:
DATE:
SHEET NAME:
PLUMBING ISOMETRIC
THIS DRAWING IS PRELIMINARY
UNTIL SIGNED AND SEALED BY
THE LICENSED PROFESSIONAL
NOTED BELOW.
THE PROFESSIONAL ENGINEER WAIVES ANY AND ALL RESPONSIBILITY
AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO
FOLLOW THESE PLANS, SPECIFICATIONS AND DESIGN INTENT THEY
CONVEY, OR FOR PROBLEMS WHICH ARISE FROM OTHER'S FAILURE
TO OBTAIN AND OR/ FOLLOW THE PROFESSIONAL ENGINEER
GUIDANCE WITH RESPECT TO ANY ERRORS, OMISSIONS,
INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS WHICH ARE
ALLEGED. BUILDINGS TO BE CONSTRUCTED IN FULL CONFORMANCE
WITH ALL APPLICABLE CODES AND RESTRICTIONS. PROFESSIONAL
ENGINEER TO BE NOTIFIED PRIOR TO CONSTRUCTION IN THE EVENT
OF CODE REVISION OR CHANGES.
#
RE
V
I
S
I
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D
A
T
E
DE
S
C
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P
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Scale: 3/16" = 1'-0"
SANITARY & RECLAIM WATER ISOMETERIC1
1
1
2
/
1
7
/
2
4
AH
J
C
O
M
M
E
N
T
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Scale: 3/16" = 1'-0"
COLD & NUTRIENT ENRICHED WATER ISOMETERIC2
1
2
2/
1
4
/
2
5
AH
J
C
O
M
M
E
N
T
R
E
V
2/14/25
9/30/26
3201 S Halladay St
5/5/2025
Planning & Building Agency Building and Safety Division 20 Civic Center Plaza P.O. Box 1988 (M-19) Santa Ana, CA 92702 (714)-647-5800 www.santa-ana.org
COMMERCIAL CANNABIS BUSINESS SUBMITTAL CHECKLIST
PCC-18
REV: 09/02/2021 Page 1 of 1
THIS FORM SHALL BE COMPLETED BY A CALIFORNIA REGISTERED ARCHITECT OR CIVIL ENGINEER.
Instructions: In order to submit for plan check for Commercial Cannabis Business (CCB) projects, the architect or civil engineer shall complete all sections, check all boxes and sign the certification section below. This checklist shall be completed prior to the time of plan submittal. Unless all answers are checked Yes, plans will not be accepted.
Project Address:
Yes No
1. ☐ ☐ All CCB plans shall be stamped and signed by a California registered architect or civil engineer.
2. ☐ ☐ Provide Architectural, Structural, Mechanical, Electrical, and Plumbing (MEP) plans at time of submittal. Deferred submittal is not acceptable for MEP.
3. ☐ ☐ Provide 4 separate submittal packages: 1) Architectural and Structural 2) Mechanical 3) Electrical 4) Plumbing (MEP).
4. ☐ ☐ Provide 3 sets of Architectural and Structural plans and 2 sets of MEP plans.
5. ☐ ☐ Provide site plan, existing floor plan, proposed floor plan, egress plan. Provide equipment plan and structural plan if applicable.
6. ☐ ☐ Note on plan a list of all hazardous materials and quantities. If there are no hazardous materials, note on plan that there are no hazardous materials to be stored on site.
7. ☐ ☐ Plans are required to be submitted separately to Orange County Fire Authority (OCFA) for review prior to plan submittal. Indicate Service Route number: SR #:___________
8. ☐ ☐ On the plan, describe in detail the manufacturing process from material delivery, storage, handling, packaging, and shipping of finished products.
I certify under penalty of perjury under the laws of the State of California that the above is true:
Print Name: Signature:
Architect/Engineer License Number: Date:
Phone Number: Email Address:
Refugio Manuel Rochin
C 74455
24000482
(314) 941-6618
refugior@dotecengineering.com
06/30/2024
3201 S Halladay Santa Ana, CA 92705
3201 S Halladay St
5/5/2025
365 FLOWER LANE • MOUNTAIN VIEW, CA 94043
PHONE: (888) 311-3015 • FAX: (650 695-1801
STRUCTURAL CALCULATIONS FOR:
RETAINING WALL
PROJECT LOCATION:
3201 S. Halladay St., Santa Ana, CA, 92705
PROJECT NUMBER:
202303004
PREPARED DATE:
March 14, 2023
PREPARED BY:
PRESTON NIRATTISAI, P.E.
DESIGN CRITERIA 1
WIND FORCES 4
ROOF SCREEN 5
CONNECTION 11
3201 S Halladay St
5/5/2025
ASCE 7 Hazards Report
Address:
3201 Halladay St
Santa Ana, California
92705
Standard:ASCE/SEI 7-22 Latitude:33.704721
Risk Category:II Longitude:-117.860197
Soil Class:Default Elevation:0 ft (NAVD 88)
Wind
Results:
Wind Speed 95 Vmph
10-year MRI 66 Vmph
25-year MRI 72 Vmph
50-year MRI 76 Vmph
100-year MRI 81 Vmph
300-year MRI 89 Vmph
700-year MRI 95 Vmph
1,700-year MRI 102 Vmph
3,000-year MRI 106 Vmph
10,000-year MRI 115 Vmph
100,000-year MRI 133 Vmph
1,000,000-year MRI 151 Vmph
Data Source: ASCE/SEI 7-22, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2
Date Accessed: Tue Mar 14 2023
Page 1 of 3https://asce7hazardtool.online/Tue Mar 14 2023
3201 Halladay St
1/11
03/14/23 3201 S Halladay St
5/5/2025
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-22 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years). Values for 10-year MRI, 25-year MRI, 50-year MRI and 100-year MRI are Service
Level wind speeds, all other wind speeds are Ultimate wind speeds.
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-22 Section 26.2.
Page 2 of 3https://asce7hazardtool.online/Tue Mar 14 2023
3201 Halladay St
2/11
03/14/23 3201 S Halladay St
5/5/2025
The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of
any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers;
or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from
reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability,
currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement,
affiliation, relationship, or sponsorship of such third-party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE 7 Hazard Tool.
Page 3 of 3https://asce7hazardtool.online/Tue Mar 14 2023
3201 Halladay St
3/11
03/14/23 3201 S Halladay St
5/5/2025
Wind forces per ASCE 7 29.3 for freestanding wall
Let V = 95 mph
Let G =0.85 per sec 26.11
Let Cf =1.7 per fig 29.3-1 B =33 ft
s =3 ft
h =5 ft
B/s =11
s/h =0.6
Let qh =23.1 psf per 26.10-1 Let Kz = Kzt = Kd = Ke = 1 (conservative for exp C up to h = 30 ft)
Let p =33.4 psf per 29.3-1
0.6W = 20 psf ASD
See RISA for screen wall framing
3201 Halladay St
4/11
03/14/23 3201 S Halladay St
5/5/2025
Company
Designer
Job Number
Model Name
:
:
:
:
Nirattisai Structural Engineering
pnirattisai
1047.000
Roof top screen wall
Checked By :
3/14/2023
12:19:34 PM
RISA-3D Version 21 [ wood roof top screen.r3d ]Page 1
3201 Halladay St
5/11
03/14/23 3201 S Halladay St
5/5/2025
Company
Designer
Job Number
Model Name
:
:
:
:
Nirattisai Structural Engineering
pnirattisai
1047.000
Roof top screen wall
Checked By :
3/14/2023
12:19:34 PM
RISA-3D Version 21 [ wood roof top screen.r3d ]Page 2
3201 Halladay St
6/11
03/14/23 3201 S Halladay St
5/5/2025
Company
Designer
Job Number
Model Name
:
:
:
:
Nirattisai Structural Engineering
pnirattisai
1047.000
Roof top screen wall
Checked By :
3/14/2023
12:19:34 PM
RISA-3D Version 21 [ wood roof top screen.r3d ]Page 3
Wood Section Sets
Label Shape Type Design List Material Design Rule Area [in²] Iyy [in⁴] Izz [in⁴] J [in⁴]
1 POST 4X4 Column Rectangular DF Typical 12.25 12.505 12.505 21.134
2 BRACE 3X6 HBrace Rectangular DF Typical 13.75 7.161 34.661 20.472
3 BOARD 2X8 Beam Rectangular DF Typical 10.875 2.039 47.635 7.093
Member Primary Data
Label I Node J Node Section/Shape Type Design List Material Design Rule
1 M1 N2 N11 POST Column Rectangular DF Typical
2 M2 N3 N12 POST Column Rectangular DF Typical
3 M3 N4 N13 POST Column Rectangular DF Typical
4 M4 N5 N14 POST Column Rectangular DF Typical
5 M5 N6 N15 POST Column Rectangular DF Typical
6 M6 N11 N1 BRACE HBrace Rectangular DF Typical
7 M7 N12 N7 BRACE HBrace Rectangular DF Typical
8 M8 N13 N8 BRACE HBrace Rectangular DF Typical
9 M9 N14 N9 BRACE HBrace Rectangular DF Typical
10 M10 N15 N10 BRACE HBrace Rectangular DF Typical
11 M11 N11 N12 BOARD Beam Rectangular DF Typical
12 M12 N12 N13 BOARD Beam Rectangular DF Typical
13 M13 N13 N14 BOARD Beam Rectangular DF Typical
14 M14 N14 N15 BOARD Beam Rectangular DF Typical
15 M15 N16 N17 BOARD Beam Rectangular DF Typical
16 M16 N17 N18 BOARD Beam Rectangular DF Typical
17 M17 N18 N19 BOARD Beam Rectangular DF Typical
18 M18 N19 N20 BOARD Beam Rectangular DF Typical
19 M19 N21 N22 BOARD Beam Rectangular DF Typical
20 M20 N22 N23 BOARD Beam Rectangular DF Typical
21 M21 N23 N24 BOARD Beam Rectangular DF Typical
22 M22 N24 N25 BOARD Beam Rectangular DF Typical
Member Area Loads (BLC 2 : WL)
Node A Node B Node C Node D Direction Load Direction Magnitude [ksf]
1 N2 N11 N15 N6 Z Two Way 0.034
Basic Load Cases
BLC Description Category Y Gravity Distributed Area(Member)
1 DL DL -1
2 WL WL 1
3 BLC 2 Transient Area Loads None 33
Load Combinations
Description Solve BLC Factor BLC Factor
1 DL+0.6WL Yes DL 1 WL 0.6
2 DL-0.6WL Yes DL 1 WL -0.6
Envelope AWC NDS-18 / SDPWS-15 ASD Member Wood Code Checks
MemberShape Code Check Loc[ft]LCShear CheckLoc[ft]Dir LCFc' [ksi] Ft' [ksi] Fb1' [ksi]Fb2' [ksi]Fv' [ksi] RB CL CP Eqn
1 M1 4X4 0.108 2.24 2 0.043 0 z 2 1.43 1.62 2.4 2.4 0.288 4.14 1 0.518 3.9-1
2 M2 4X4 0.206 2.135 2 0.091 0 z 1 1.43 1.62 2.4 2.4 0.288 4.14 1 0.518 3.9-1
3201 Halladay St
7/11
03/14/23 3201 S Halladay St
5/5/2025
Company
Designer
Job Number
Model Name
:
:
:
:
Nirattisai Structural Engineering
pnirattisai
1047.000
Roof top screen wall
Checked By :
3/14/2023
12:19:34 PM
RISA-3D Version 21 [ wood roof top screen.r3d ]Page 4
Envelope AWC NDS-18 / SDPWS-15 ASD Member Wood Code Checks (Continued)
MemberShape Code Check Loc[ft]LCShear CheckLoc[ft]Dir LC Fc' [ksi] Ft' [ksi] Fb1' [ksi]Fb2' [ksi]Fv' [ksi] RB CL CP Eqn
3 M3 4X4 0.21 2.083 2 0.091 0 z 1 1.43 1.62 2.4 2.4 0.288 4.14 1 0.518 3.9-1
4 M4 4X4 0.206 2.135 2 0.091 0 z 1 1.43 1.62 2.4 2.4 0.288 4.14 1 0.518 3.9-1
5 M5 4X4 0.108 2.24 2 0.043 0 z 2 1.43 1.62 2.4 2.4 0.288 4.14 1 0.518 3.9-1
6 M6 3X6 0.026 7.071 2 0.003 7.071 y 2 0.427 1.404 2.053 2.08 0.288 8.641 0.987 0.162 3.6.3
7 M7 3X6 0.048 7.071 2 0.003 7.071 y 2 0.427 1.404 2.053 2.08 0.288 8.641 0.987 0.162 3.6.3
8 M8 3X6 0.048 7.071 2 0.003 7.071 y 2 0.427 1.404 2.053 2.08 0.288 8.641 0.987 0.162 3.6.3
9 M9 3X6 0.048 7.071 2 0.003 7.071 y 1 0.427 1.404 2.053 2.08 0.288 8.641 0.987 0.162 3.6.3
10 M10 3X6 0.026 7.071 2 0.003 7.071 y 2 0.427 1.404 2.053 2.08 0.288 8.641 0.987 0.162 3.6.3
11 M11 2X8 0.064 2 2 0.01 0.958 z 2 0.476 1.296 1.861 2.208 0.288 12.437 0.969 0.189 3.9-3
12 M12 2X8 0.064 2 2 0.01 0.958 z 2 0.476 1.296 1.861 2.208 0.288 12.437 0.969 0.189 3.9-3
13 M13 2X8 0.064 2 2 0.01 0.958 z 2 0.476 1.296 1.861 2.208 0.288 12.437 0.969 0.189 3.9-3
14 M14 2X8 0.064 2 2 0.01 0.958 z 2 0.476 1.296 1.861 2.208 0.288 12.437 0.969 0.189 3.9-3
15 M15 2X8 0.157 2 2 0.098 0 z 1 0.476 1.296 1.861 2.208 0.288 12.437 0.969 0.189 3.9-3
16 M16 2X8 0.157 2 2 0.039 4 z 1 0.476 1.296 1.861 2.208 0.288 12.437 0.969 0.189 3.9-3
17 M17 2X8 0.157 2 2 0.039 0 z 1 0.476 1.296 1.861 2.208 0.288 12.437 0.969 0.189 3.9-3
18 M18 2X8 0.157 2 2 0.098 0 z 1 0.476 1.296 1.861 2.208 0.288 12.437 0.969 0.189 3.9-3
19 M19 2X8 0.129 2 2 0.06 0 z 2 0.476 1.296 1.861 2.208 0.288 12.437 0.969 0.189 3.9-3
20 M20 2X8 0.129 2 2 0.026 4 z 2 0.476 1.296 1.861 2.208 0.288 12.437 0.969 0.189 3.9-3
21 M21 2X8 0.129 2 2 0.026 4 z 2 0.476 1.296 1.861 2.208 0.288 12.437 0.969 0.189 3.9-3
22 M22 2X8 0.129 2 2 0.06 0 z 2 0.476 1.296 1.861 2.208 0.288 12.437 0.969 0.189 3.9-3
Envelope Member End Reactions
MemberMember End Axial[k] LC y Shear[k] LC z Shear[k] LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC
1 M1 I max 0.145 1 0 2 0.101 2 0 2 0 2 0 2
2 min -0.06 2 0 1 -0.101 1 0 1 0 1 0 1
3 J max 0.12 1 0 2 0.082 1 0 2 0 2 0 2
4 min -0.086 2 0 1 -0.082 2 0 1 0 1 0 1
5 M2 I max 0.253 1 0 2 0.214 2 0 2 0 2 0 2
6 min -0.136 2 0 1 -0.214 1 0 1 0 1 0 1
7 J max 0.217 1 0 2 0.153 1 0 2 0 2 0 2
8 min -0.172 2 0 1 -0.153 2 0 1 0 1 0 1
9 M3 I max 0.253 1 0 2 0.213 2 0 2 0 2 0 2
10 min -0.137 2 0 1 -0.213 1 0 1 0 1 0 1
11 J max 0.217 1 0 2 0.154 1 0 2 0 2 0 2
12 min -0.173 2 0 1 -0.154 2 0 1 0 1 0 1
13 M4 I max 0.253 1 0 2 0.214 2 0 2 0 2 0 2
14 min -0.136 2 0 1 -0.214 1 0 1 0 1 0 1
15 J max 0.217 1 0 2 0.153 1 0 2 0 2 0 2
16 min -0.172 2 0 1 -0.153 2 0 1 0 1 0 1
17 M5 I max 0.145 1 0 2 0.101 2 0 2 0 2 0 2
18 min -0.06 2 0 1 -0.101 1 0 1 0 1 0 1
19 J max 0.12 1 0 2 0.082 1 0 2 0 1 0 2
20 min -0.086 2 0 1 -0.082 2 0 1 0 2 0 1
21 M6 I max 0.137 2 0.008 2 0 2 0 2 0 2 0 2
22 min -0.153 1 0.008 1 0 1 0 1 0 1 0 1
23 J max 0.153 2 -0.008 1 0 2 0 2 0 2 0 2
24 min -0.137 1 -0.008 2 0 1 0 1 0 1 0 1
25 M7 I max 0.267 2 0.008 2 0 2 0 2 0 2 0 2
26 min -0.283 1 0.008 1 0 1 0 1 0 1 0 1
27 J max 0.283 2 -0.008 2 0 2 0 2 0 2 0 2
28 min -0.267 1 -0.008 1 0 1 0 1 0 1 0 1
29 M8 I max 0.267 2 0.008 2 0 2 0 2 0 2 0 2
30 min -0.284 1 0.008 1 0 1 0 1 0 1 0 1
31 J max 0.284 2 -0.008 1 0 2 0 2 0 2 0 2
32 min -0.267 1 -0.008 2 0 1 0 1 0 1 0 1
3201 Halladay St
8/11
03/14/23
Use (2) A35s bottom = 1110 lb
Use (4) SDS25 top = 920 lb
3201 S Halladay St
5/5/2025
Company
Designer
Job Number
Model Name
:
:
:
:
Nirattisai Structural Engineering
pnirattisai
1047.000
Roof top screen wall
Checked By :
3/14/2023
12:19:34 PM
RISA-3D Version 21 [ wood roof top screen.r3d ]Page 5
Envelope Member End Reactions (Continued)
MemberMember End Axial[k] LC y Shear[k] LC z Shear[k] LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC
33 M9 I max 0.267 2 0.008 2 0 2 0 2 0 2 0 2
34 min -0.283 1 0.008 1 0 1 0 1 0 1 0 1
35 J max 0.283 2 -0.008 2 0 2 0 2 0 2 0 2
36 min -0.267 1 -0.008 1 0 1 0 1 0 1 0 1
37 M10 I max 0.137 2 0.008 2 0 2 0 2 0 2 0 2
38 min -0.153 1 0.008 1 0 1 0 1 0 1 0 1
39 J max 0.153 2 -0.008 1 0 2 0 2 0 2 0 2
40 min -0.137 1 -0.008 2 0 1 0 1 0 1 0 1
41 M11 I max 0 2 0.005 2 0.021 2 0 2 0 2 0 2
42 min 0 1 0.005 1 -0.021 1 0 1 0 1 0 1
43 J max 0 2 -0.005 2 0.021 1 0 2 0 2 0 2
44 min 0 1 -0.005 1 -0.021 2 0 1 0 1 0 1
45 M12 I max 0 2 0.005 2 0.021 2 0 2 0 2 0 2
46 min 0 1 0.005 1 -0.021 1 0 1 0 1 0 1
47 J max 0 2 -0.005 2 0.021 1 0 2 0 2 0 2
48 min 0 1 -0.005 1 -0.021 2 0 1 0 1 0 1
49 M13 I max 0 2 0.005 2 0.021 2 0 2 0 2 0 2
50 min 0 1 0.005 1 -0.021 1 0 1 0 1 0 1
51 J max 0 2 -0.005 2 0.021 1 0 2 0 2 0 2
52 min 0 1 -0.005 1 -0.021 2 0 1 0 1 0 1
53 M14 I max 0 2 0.005 2 0.021 2 0 2 0 2 0 2
54 min 0 1 0.005 1 -0.021 1 0 1 0 1 0 1
55 J max 0 2 -0.005 2 0.021 1 0 2 0 2 0 2
56 min 0 1 -0.005 1 -0.021 2 0 1 0 1 0 1
57 M15 I max 0 2 0.005 2 0.077 2 0.007 2 0 2 0 2
58 min 0 1 0.005 1 -0.077 1 -0.007 1 0 1 0 1
59 J max 0 2 -0.005 2 0.077 1 0.007 2 0 2 0 2
60 min 0 1 -0.005 1 -0.077 2 -0.007 1 0 1 0 1
61 M16 I max 0 2 0.005 2 0.077 2 0 2 0 2 0 2
62 min 0 1 0.005 1 -0.077 1 0 1 0 1 0 1
63 J max 0 2 -0.005 2 0.077 1 0 2 0 2 0 2
64 min 0 1 -0.005 1 -0.077 2 0 1 0 1 0 1
65 M17 I max 0 2 0.005 2 0.077 2 0 1 0 2 0 2
66 min 0 1 0.005 1 -0.077 1 0 2 0 1 0 1
67 J max 0 2 -0.005 2 0.077 1 0 1 0 2 0 2
68 min 0 1 -0.005 1 -0.077 2 0 2 0 1 0 1
69 M18 I max 0 2 0.005 2 0.077 2 0.007 1 0 2 0 2
70 min 0 1 0.005 1 -0.077 1 -0.007 2 0 1 0 1
71 J max 0 2 -0.005 2 0.077 1 0.007 1 0 2 0 2
72 min 0 1 -0.005 1 -0.077 2 -0.007 2 0 1 0 1
73 M19 I max 0 2 0.005 2 0.052 2 0.004 1 0 2 0 2
74 min 0 1 0.005 1 -0.052 1 -0.004 2 0 1 0 1
75 J max 0 2 -0.005 2 0.052 1 0.004 1 0 2 0 2
76 min 0 1 -0.005 1 -0.052 2 -0.004 2 0 1 0 1
77 M20 I max 0 2 0.005 2 0.052 2 0 1 0 2 0 2
78 min 0 1 0.005 1 -0.052 1 0 2 0 1 0 1
79 J max 0 2 -0.005 2 0.052 1 0 1 0 2 0 2
80 min 0 1 -0.005 1 -0.052 2 0 2 0 1 0 1
81 M21 I max 0 2 0.005 2 0.052 2 0 2 0 2 0 2
82 min 0 1 0.005 1 -0.052 1 0 1 0 1 0 1
83 J max 0 2 -0.005 2 0.052 1 0 2 0 2 0 2
84 min 0 1 -0.005 1 -0.052 2 0 1 0 1 0 1
85 M22 I max 0 2 0.005 2 0.052 2 0.004 2 0 2 0 2
86 min 0 1 0.005 1 -0.052 1 -0.004 1 0 1 0 1
87 J max 0 2 -0.005 2 0.052 1 0.004 2 0 2 0 2
3201 Halladay St
9/11
03/14/23 3201 S Halladay St
5/5/2025
Company
Designer
Job Number
Model Name
:
:
:
:
Nirattisai Structural Engineering
pnirattisai
1047.000
Roof top screen wall
Checked By :
3/14/2023
12:19:34 PM
RISA-3D Version 21 [ wood roof top screen.r3d ]Page 6
Envelope Member End Reactions (Continued)
MemberMember End Axial[k] LC y Shear[k] LC z Shear[k] LC Torque[k-ft] LC y-y Moment[k-ft] LC z-z Moment[k-ft] LC
88 min 0 1 -0.005 1 -0.052 2 -0.004 1 0 1 0 1
3201 Halladay St
10/11
03/14/23 3201 S Halladay St
5/5/2025
3/14/23, 12:20 PM Connection Calculator
https://calc.awc.org/connection/ccstyle.asp?design_method=ASD&connection_type=Lateral+loading&fastener_types=Lag+Screw&loading_scenario=…1/1
Design Method
Connection Type
Fastener Type
Loading Scenario
Main Member Type
Main Member Thickness
Main Member: Angle of
Load to Grain 0
Side Member Type
Side Member Thickness
Side Member: Angle of
Load to Grain 90
Washer Thickness
Nominal Diameter
Length
Load Duration Factor
Wet Service Factor
End Grain Factor
Temperature Factor
Connection Yield Modes
Im 1454 lbs.
Is 1309 lbs.
II 628 lbs.
IIIm 599 lbs.
IIIs 640 lbs.
IV 428 lbs.
Adjusted ASD Capacity 428 lbs.
Lag Screw bending yield strength of 45000 psi is assumed.
The Adjusted ASD Capacity is only applicable for lag screws with adequate end
distance, edge distance and spacing per NDS chapter 11.
While every effort has been made to insure the accuracy of the information presented, and
special effort has been made to assure that the information reflects the state-of-the-art,
neither the American Wood Council nor its members assume any responsibility for any
particular design prepared from this on-line Connection Calculator. Those using this on-line
Connection Calculator assume all liability from its use.
The Connection Calculator was designed and created by Cameron Knudson, Michael
Dodson and David Pollock at Washington State University. Support for development of the
Connection Calculator was provided by American Wood Council.
Allowable Stress Design (ASD)
Lateral loading
Lag Screw
Single Shear
Douglas Fir-Larch
3.5 in.
Douglas Fir-Larch
3.5 in.
0 in.
1/2 in.
6 in.
C_D = 1.6
C_M = 1.0
C_eg = 1.0
C_t = 1.0
3201 Halladay St
11/11
03/14/23
Sleeper:
Using (2) screws = 856 lb > 214 lb max
3201 S Halladay St
5/5/2025
# DATE
01 11/03/2024
02
03
DESCRIPTION
REVISION HISTORY
PREPARED BY CHECKED BY
2022 CBC, ASCE 7-22, AISI S400
AE AE
92705
SCOPE OF WORK:
424 Jeffereson St., St. Charles, MO 63301. Phone: (636) 724-9872
ZIP:
CONFIRM ZIP:
Acceptance and use of this report by any party constitute a contractual agreement that the Engineers total liability arising out of or in any way related to this analysis and report
shall not exceed the total sum paid to the Engineer for the services provided. Liability does not exist beyond the analysis contained in this report.
BILLING ADDRESS:
CA
USA
First Submital
SITE ADDRESS:
S001V002
REFERENCES:
STATE:
COUNTRY:
TEL:
FAX:
COUNTRY:
CONTACT:
92705
MOBILE:
E-MAIL:
3201 S. Hallaway
DAVE GAMBOA
714-597-5560
aes.dave67@gmail.com
SEAL:
STRUCTURAL CALCULATIONS
DOTec Corp.
Customized Engineering Solutions
PROJECT INFORMATION
Santa Ana
ADDRESS:
CITY:
PROJECT NO.:
CLIENT:
#2401027
AES Solutions LLC
ADDRESS:
CLIENT CONTACT INFO
CITY:
STATE:
ZIP:
3201 S Halladay St
5/5/2025
ASCE 7 Hazards Report
Address:
3201 Halladay St
Santa Ana, California
92705
Standard:ASCE/SEI 7-22 Latitude:33.704721
Risk Category:II Longitude:-117.860197
Soil Class:D - Stiff Soil Elevation:46.7534562041158 ft (NAVD
88)
Page 1 of 4https://asce7hazardtool.online/Wed Apr 05 2023Page 2 of 44
3201 S Halladay St
5/5/2025
PGA M : 0.64
SMS : 1.72
SM1 : 1.16
SDS : 1.15
SD1 : 0.78
T L : 8
SS : 1.45
S1 : 0.48
VS30 : 260
Seismic Design Category:
D - Stiff Soil
D
Multi-Period Design Spectrum
S (g) vs T(s)a
Multi-Period MCE SpectrumR
S (g) vs T(s)a
Two-Period Design Spectrum
S (g) vs T(s)a
Two-Period MCE SpectrumR
S (g) vs T(s)a
Design Vertical Response Spectrum
Vertical ground motion data has not yet been made
available by USGS.
MCE Vertical Response SpectrumR
Vertical ground motion data has not yet been made
available by USGS.
Seismic
Site Soil Class:
Results:
Page 2 of 4https://asce7hazardtool.online/Wed Apr 05 2023Page 3 of 44
3201 S Halladay St
5/5/2025
Data Accessed: Wed Apr 05 2023
Date Source:
USGS Seismic Design Maps based on ASCE/SEI 7-22 and ASCE/SEI 7-22 Table 1.5-2. Additional data for
site-specific ground motion procedures in accordance with ASCE/SEI 7-22 Ch. 21 are available from USGS.
Page 3 of 4https://asce7hazardtool.online/Wed Apr 05 2023Page 4 of 44
3201 S Halladay St
5/5/2025
The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of
any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers;
or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from
reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability,
currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement,
affiliation, relationship, or sponsorship of such third-party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE 7 Hazard Tool.
Page 4 of 4https://asce7hazardtool.online/Wed Apr 05 2023Page 5 of 44
3201 S Halladay St
5/5/2025
Dea Loa
≔DLpartition 10 psf Considered dead load
(Partitions)
≔DLmisce.4 psf
≔DLdeck 7.5 psf
≔DL =++DLpartition DLmisce.DLdeck 21.5 psf Total Dead load
Roof Load
≔RLL 125 psf Storage load (light)
Table 1607.1 CBC 22
Page 6 of 44
3201 S Halladay St
5/5/2025
Earthquake load (Zone -1)
General Input
USGS-Provided output
*Fa/Fv *2/3
≔Ss 1.45 g ≔SMS 1.72 g ≔SDS 1.15 g
≔S1 0.48 g ≔SM1 1.16 g ≔SD1 0.78 g
The Response Modification factor
≔R 3.5 CFS special bolted moment frame
≔Fa 1.2
≔Fv 1.5
The Occupancy Importance Factor
≔I 1 Importance factor
≔ρ 1 Art. 12.3.4
Seismic Response Coefficient
≔Cs =
SDS
―R
I
0.329 g
Approximate Fundamental Period
≔Ct 0.028
≔hn 10 ft
≔x 0.8
≔Ta =⋅Ct hn
x ⎞⎠0.177
Fundamental Period
≔Cu 1.5
≔T =⋅Cu Ta 0.265
Page 7 of 44
3201 S Halladay St
5/5/2025
≔TL 8
Maximum seismic response coefficient
≔Cs_max =if
⎛
⎜
⎝
,,≤T TL ―――
SD1
⋅Ta
⎛
⎝
R
I
⎞
⎠
⋅SD1 TL
⋅Ta
2 ⎛
⎝
R
I
⎞
⎠
⎞
⎟
⎠
1.261 g
Minimum seismic response coefficient
≔Cs_min =0.5
S1
―R
I
0.069 g
=if ,,>>Cs_max Cs Cs_min “OK” “NOT OK”“OK”
Weight of the structure (Zone 1)
≔W 62 kip RISA 3D (Dead load)
Base Shear
=
Cs
g
0.3
≔V =⋅
Cs
g
W 20.4 kip
≔N 23 Number of post
=V
N
0.9 kip
≔Ev =⋅⋅0.2
SDS
g
W 14.3 kip
Page 8 of 44
3201 S Halladay St
5/5/2025
≔N 3 No. of bolts
≔R 5.9 kip Updated shear
≔Vv =R
N
1.97 kip Shear on bolt
Page 9 of 44
3201 S Halladay St
5/5/2025
≔M =⋅R 5.5 in 32.45 ⋅kip in Moment due to eccentricity
≔Y 8.875 in Dist. comp. to tension force
≔Th =M
Y
3.656 kip Tension on bolts
≔Tu 14.52 kip Design strength - Tension
≔Ru 7.74 kip Design strength - Compression
≔Vr =+
Th
Tu
――
Vv
Ru
0.506 OK
Bensing in clip
≔ϕMn ⋅85.27 kip in Section strength
≔ϕVn 13.23 kip
=+M
ϕMn
――
Vv
ϕVn
0.529 OK
Page 10 of 44
3201 S Halladay St
5/5/2025
Page 11 of 44
3201 S Halladay St
5/5/2025
Page 12 of 44
3201 S Halladay St
5/5/2025
Page 13 of 44
3201 S Halladay St
5/5/2025
≔Mverified ⋅26.18 kip ft Verified moment
≔Mmax ⋅27 kip ft Maximum moment
"Connection is adequate to withstand the increase in moment"
Page 14 of 44
3201 S Halladay St
5/5/2025
BASE PLATE DESIGN:
Page 15 of 44
3201 S Halladay St
5/5/2025
≔Pu_verified 49.29 kip Verified downward force
≔Pu_existing 36.3 kip Modified downward force
=if ,,>Pu_verified Pu_existing “Ok” “Revise”“Ok”
Page 16 of 44
3201 S Halladay St
5/5/2025
18 SPACE (1-1/8") RIVETED STEEL GRATING LOAD TABLE
Use this table when evaluating spans and loads of the following types of steel grating: 18-R-7, 18-R-3.5
Bearing
Bar Size(inches)
Approx. Weight psf *
Maximum
Pedestrian Span**
Unsupported Span
2'-0 2'-6 3'-0 3'-6 4'-0 4'-6 5'-0 5'-6 6'-0 6'-6 7'-0 8'-0
3/4 x 3/16 7.8 4'-0"
U 613 392 272 200 153 121 98
D 0.099 0.155 0.223 0.304 0.397 0.503 0.621
C 613 490 409 350 306 272 245
D 0.079 0.124 0.179 0.243 0.318 0.402 0.497
1 x 1/8 7.6 4'-5"
U 726 465 323 237 182 144 116
D 0.074 0.116 0.168 0.228 0.298 0.377 0.466
C 726 581 484 415 363 323 291
D 0.060 0.093 0.134 0.182 0.238 0.302 0.372
1 x 3/16 9.4 4'-11"
U 1,090 697 484 356 272 215 174 144
D 0.074 0.116 0.168 0.228 0.298 0.377 0.466 0.563
C 1,090 872 726 623 545 484 436 396
D 0.060 0.093 0.134 0.182 0.238 0.302 0.372 0.451
1-1/4 x 1/8 8.7 5'-3"
U 1,135 726 504 371 284 224 182 150 126
D 0.060 0.093 0.134 0.182 0.238 0.302 0.372 0.451 0.536
C 1,135 908 757 649 567 504 454 413 378
D 0.048 0.074 0.107 0.146 0.191 0.241 0.298 0.360 0.429
1-1/4 x 3/16 11.0 5'-10"
U 1,702 1,090 757 556 426 336 272 225 189 161
D 0.060 0.093 0.134 0.182 0.238 0.302 0.372 0.451 0.536 0.629
C 1,702 1,362 1,135 973 851 757 681 619 567 524
D 0.048 0.074 0.107 0.146 0.191 0.241 0.298 0.360 0.429 0.504
1-1/2 x 1/8 9.9 6'-0"
U 1,634 1,046 726 534 409 323 262 216 182 155 133 102
D 0.050 0.078 0.112 0.152 0.199 0.251 0.310 0.376 0.447 0.524 0.608 0.794
C 1,634 1,307 1,090 934 817 726 654 594 545 503 467 409
D 0.040 0.062 0.089 0.122 0.159 0.201 0.248 0.300 0.358 0.420 0.487 0.636
1-1/2 x 3/16 12.5 6'-8"
U 2,451 1,569 1,090 800 613 484 392 324 272 232 200 153
D 0.050 0.078 0.112 0.152 0.199 0.251 0.310 0.376 0.447 0.524 0.608 0.794
C 2,451 1,961 1,634 1,401 1,226 1,090 981 891 817 754 700 613
D 0.040 0.062 0.089 0.122 0.159 0.201 0.248 0.300 0.358 0.420 0.487 0.636
1-3/4 x 3/16 14.2 7'-6"
U 3,337 2,135 1,483 1,090 834 659 534 441 371 316 272 209
D 0.043 0.067 0.096 0.130 0.170 0.215 0.266 0.322 0.383 0.450 0.521 0.681
C 3,337 2,669 2,224 1,907 1,668 1,483 1,335 1,213 1,112 1,027 953 834
D 0.034 0.053 0.077 0.104 0.136 0.172 0.213 0.257 0.306 0.360 0.417 0.545
2 x 3/16 16.8 8'-3"
U 4,358 2,789 1,937 1,423 1,090 861 697 576 484 413 356 272
D 0.037 0.058 0.084 0.114 0.149 0.189 0.233 0.282 0.335 0.393 0.456 0.596
C 4,358 3,486 2,905 2,490 2,179 1,937 1,743 1,585 1,453 1,341 1,245 1,090
D 0.030 0.047 0.067 0.091 0.119 0.151 0.186 0.225 0.268 0.315 0.365 0.477
2-1/4 x 3/16 18.3 9'-0"
U 5,515 3,530 2,451 1,801 1,379 1,090 883 729 613 522 450 345
D 0.033 0.052 0.074 0.101 0.132 0.168 0.207 0.250 0.298 0.350 0.406 0.530
C 5,515 4,412 3,677 3,152 2,758 2,451 2,206 2,006 1,839 1,697 1,576 1,379
D 0.026 0.041 0.060 0.081 0.106 0.134 0.166 0.200 0.238 0.280 0.324 0.424
2-1/2 x 3/16 19.9 9'-9"
U 6,809 4,358 3,026 2,223 1,702 1,345 1,090 900 757 645 556 426
D 0.030 0.047 0.067 0.091 0.119 0.151 0.186 0.225 0.268 0.315 0.365 0.477
C 6,809 5,447 4,540 3,891 3,405 3,026 2,724 2,476 2,270 2,095 1,946 1,702
D 0.024 0.037 0.054 0.073 0.095 0.121 0.149 0.180 0.215 0.252 0.292 0.381
* Weight per square foot based upon rivets spaced at 7" on center. Add .40 psf for 3-1/2" rivet centers.
** Maximum pedestrian load is defined as a 100# uniform load with deflection ≤ 1/4 inch. The 1/4" maximum deflection criteria is considered consistent with pedestrian
comfort, but may be exceeded for other loading conditions at the discretion of the specifying authority.
All loads and deflections are theoretical and based upon
the gross sections of the bearing bars, using a fiber
stress of 18,000 psi.
The values are not intended to be absolute since the
actual load capacity will be affected by the slight
variations in mill and manufacturing tolerances.
Grating for spans to the left of the heavy line have a
deflection ≤ 1/4" for uniform loads of 100 psf.
U = uniform load in pounds/sq. ft.C = concentrated load in pounds/ft. of grating widthD = deflection in inches
Page 17 of 44
3201 S Halladay St
5/5/2025
• PLB-36 Deck used with PunchLok® II System
• HSB-36 Deck used with TSWs or BPs
• HSB-36-SS Deck used with Side-lap Screws
Nominal Dimensions
Standard Features Optional Features
• ASTM A653 SS GR50 Min., with G60 or G90,
white or gray primer optional
• ASTM A1008 SS GR50 Min. with gray primer
• Standard lengths – 6’-0” to 40’-0”
• IAPMO UES ER-2018, UL, and FM Listed
• Tables conform to ANSI/SDI RD-2017
Section Properties
Deck
Gage
Deck
Weight
Base Metal
Thickness
Yield
Strength
Effective Moment of Inertia
at Service Load
Id = (2Ie+Ig)/3
Effective Section
Modulus at
Fy = 50 ksi
Vertical
Web
Shear
wdd t Fy Id+Id-Se+Se-Vn/Ω
(psf)(in.)(ksi)(in4/ft)(in4/ft)(in3/ft)(in3/ft)(lb/ft)
22 1.9 0.0299 50 0.178 0.192 0.176 0.188 2688
20 2.3 0.0359 50 0.219 0.231 0.230 0.237 3220
18 2.9 0.0478 50 0.302 0.306 0.314 0.331 4264
16 3.5 0.0598 50 0.381 0.381 0.399 0.410 5302
Allowable Reactions at Supports Based on Web Crippling, Rn/Ω (lb/ft)
Bearing Length of Webs
One-Flange Loading Two-Flange Loading
Deck
Gage
End Bearing Interior Bearing End Bearing Interior Bearing
1½"2"3"4"3"4"1½"2"3"4"3"4"
22 850 934 1075 1163 1558 1670 893 962 1077 1149 1933 2082
20 1188 1301 1492 1609 2189 2339 1316 1413 1575 1675 2743 2946
18 2001 2182 2485 2667 3714 3949 2388 2550 2822 2986 4713 5038
16 3006 3264 3698 3954 5604 5935 3775 4015 4419 4657 7164 7627
• Inquire regarding cost and lead times for:
-Short cuts < 6’-0”
-Sheet Lengths > 40’-0”
-Alternative metallic and painted finishes
• Web and Fully Perforated Acoustical Versions
• HSB-30-NS Deck used with Side-lap screws
WWW.VERCODECK.COMPLB/HSB GR50 ASD | OCTOBER 2020
PLB™-36/HSB®-36 ROOF DECKS
GRADE 50 STEEL AS
D
B ROOF DECKS
Page 18 of 44
3201 S Halladay St
5/5/2025
PLB™-36/HSB®-36 ROOF DECKS
GRADE 50 STEEL
WWW.VERCODECK.COMPLB/HSB GR50 ASD | OCTOBER 2020
Inward Uniform Allowable Loads, ASD (psf)
Deck
Gage Spans Criteria
Span (ft-in.)
2'-0"3'-0"4'-0"5'-0"6'-0"7'-0"8'-0"9'-0"10'-0"11'-0"12'-0"
22
Single Wn / Ω 878 390 219 140 98 72 55 43 35 29 24
L/240 ------182 93 54 34 23 16 12 9 7
Double Wn / Ω 860 400 229 148 103 76 58 46 37 31 26
L/240 ---------------------42 30 23 18
Triple Wn / Ω 1039 492 283 184 128 95 73 57 47 39 32
L/240 ------------110 69 46 33 24 18 14
20
Single Wn / Ω 1147 510 287 184 127 94 72 57 46 38 32
L/240 ------224 115 66 42 28 20 14 11 8
Double Wn / Ω 1075 503 288 186 130 96 73 58 47 39 33
L/240 ------------------71 50 36 27 21
Triple Wn / Ω 1295 617 356 231 162 119 92 72 59 49 41
L/240 ---------229 132 83 56 39 29 21 17
18
Single Wn / Ω 1566 696 392 251 174 128 98 77 63 52 44
L/240 ------309 158 92 58 39 27 20 15 11
Double Wn / Ω 1486 699 401 259 181 134 102 81 66 54 46
L/240 ------------------94 66 48 36 28
Triple Wn / Ω 1785 856 496 322 225 166 128 101 82 68 57
L/240 ---------303 175 110 74 52 38 28 22
16
Single Wn / Ω 1992 885 498 319 221 163 124 98 80 66 55
L/240 ------390 200 116 73 49 34 25 19 14
Double Wn / Ω 1842 865 497 321 224 165 127 100 81 67 57
L/240 ------------------118 83 60 45 35
Triple Wn / Ω 2213 1060 614 399 279 206 158 125 102 84 71
L/240 ---------377 218 137 92 65 47 35 27
Notes:
1.Table does not account for web crippling. Required bearing should be determined based on specific span
conditions.
2. The symbol “---” indicates that the uniform allowable load based on deflection exceeds the allowable load
based on stress.
AS
D
NOTICE: Design defects that could cause injury or death may result from relying on the information in this document without independent
verification by a qualified professional. The information in this document is provided “AS IS”. Nucor Corporation and its affiliates expressly disclaim: (i) any and all representations, warranties and conditions and (ii) all liability arising out of or related to this document and the information
in it.
Page 19 of 44
3201 S Halladay St
5/5/2025
Company
Designer
Job Number
Model Name
:
:
:
:
DOTec Corp.
AG
#2303092
Tera wray
Checked By : ALG
RISA-3D Version 20 [ RISA CFa.r3d ]Page 1Page 20 of 44
3201 S Halladay St
5/5/2025
Company
Designer
Job Number
Model Name
:
:
:
:
DOTec Corp.
AG
#2303092
Tera wray
Checked By : ALG
RISA-3D Version 20 [ RISA CFa.r3d ]Page 2Page 21 of 44
3201 S Halladay St
5/5/2025
Company
Designer
Job Number
Model Name
:
:
:
:
DOTec Corp.
AG
#2303092
Tera wray
Checked By : ALG
RISA-3D Version 20 [ RISA CFa.r3d ]Page 3Page 22 of 44
3201 S Halladay St
5/5/2025
Company
Designer
Job Number
Model Name
:
:
:
:
DOTec Corp.
AG
#2303092
Tera wray
Checked By : ALG
RISA-3D Version 20 [ RISA CFa.r3d ]Page 4Page 23 of 44
3201 S Halladay St
5/5/2025
Company
Designer
Job Number
Model Name
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DOTec Corp.
AG
#2303092
Tera wray
Checked By : ALG
RISA-3D Version 20 [ RISA CFa.r3d ]Page 9Page 24 of 44
3201 S Halladay St
5/5/2025
Company
Designer
Job Number
Model Name
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:
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DOTec Corp.
AG
#2303092
Tera wray
Checked By : ALG
RISA-3D Version 20 [ RISA CFa.r3d ]Page 10Page 25 of 44
3201 S Halladay St
5/5/2025
Company
Designer
Job Number
Model Name
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:
:
DOTec Corp.
AG
#2303092
Tera wray
Checked By : ALG
RISA-3D Version 20 [ RISA CFa.r3d ]Page 11
Node Coordinates
Label X [ft]Y [ft]Z [ft]Detach From Diaphragm
1 N1 0 0 0
2 N2 17.8 0 0
3 N3 21.8 0 0
4 N4 0 0 14.5
5 N5 21.8 0 21
6 N6 0 0 30.3
7 N7 0 0 43.6
8 N8 27.4 0 56.6
9 N9 0 0 61.6
10 N10 0 0 77.6
11 N11 13 0 77.6
12 N12 23.25 0 77.6
13 N13 13 0 56.6
14 N14 13 0 30.3
15 N15 17.8 0 30.3
16 N16 17.8 0 14.5
17 N17 17.8 0 43.6
18 N18 27.4 0 43.6
19 N19 27.4 0 61.6
20 N20 0 7.85 0
21 N21 21.8 7.85 0
22 N22 17.8 7.85 0
23 N23 0 7.85 14.5
24 N24 17.8 7.85 43.6
25 N25 0 7.85 30.3
26 N26 0 7.85 43.6
27 N27 0 7.85 61.6
28 N28 0 7.85 77.6
29 N29 13 7.85 77.6
30 N30 23.25 7.85 77.6
31 N31 17.8 7.85 14.5
32 N32 13 7.85 56.6
33 N33 13 7.85 30.3
34 N34 17.8 7.85 30.3
35 N35 21.8 7.85 21
36 N36 27.4 7.85 43.6
37 N37 27.4 7.85 56.6
38 N38 27.4 7.85 61.6
39 N39 21.8 7.85 43.6
40 N40 21.8 7.85 30.3
41 N41 29.4 7.85 56.6
42 N42 29.4 7.85 43.6
43 N43 29.4 7.85 61.6
44 N44 0 7.85 56.6
45 N45 13 7.85 61.6
46 N46 23.25 7.85 61.6
47 N47 3.25 7.85 30.3
48 N49 3.25 7.85 56.6
49 N50 3.25 7.85 0
50 N51 3.25 7.85 14.5
51 N52 3.25 7.85 43.6
52 N53 3.25 7.85 77.6
53 N54 6.5 7.85 0
54 N55 6.5 7.85 30.3
55 N57 6.5 7.85 56.6
Page 26 of 44
3201 S Halladay St
5/5/2025
Company
Designer
Job Number
Model Name
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:
:
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DOTec Corp.
AG
#2303092
Tera wray
Checked By : ALG
RISA-3D Version 20 [ RISA CFa.r3d ]Page 12
Node Coordinates (Continued)
Label X [ft]Y [ft]Z [ft]Detach From Diaphragm
56 N58 6.5 7.85 14.5
57 N59 6.5 7.85 43.6
58 N60 6.5 7.85 77.6
59 N61 9.75 7.85 56.6
60 N62 9.75 7.85 0
61 N63 9.75 7.85 30.3
62 N65 9.75 7.85 14.5
63 N66 9.75 7.85 43.6
64 N67 9.75 7.85 77.6
65 N68 13 7.85 43.6
66 N69 21.8 7.85 14.5
67 N70 13 7.85 14.5
68 N71 13 7.85 0
69 N72 16.25 7.85 30.3
70 N73 16.25 7.85 14.5
71 N74 16.25 7.85 0
72 N75 19.5 7.85 30.3
73 N76 19.5 7.85 14.5
74 N77 19.5 7.85 0
75 N78 16.25 7.85 43.6
76 N79 9.8 7.85 43.6
77 N80 16.25 7.85 61.6
78 N81 16.25 7.85 77.6
79 N82 19.5 7.85 61.6
80 N83 19.5 7.85 77.6
81 N84 16.3 7.85 43.6
82 N85 16.25 7.85 56.6
83 N86 19.55 7.85 43.6
84 N87 19.5 7.85 56.6
85 N88 22.8 7.85 43.6
86 N89 22.75 7.85 56.6
87 N90 26.05 7.85 43.6
88 N91 26 7.85 56.6
89 N92 19.5 7.85 43.6
90 N93 11.866667 0 0
91 N94 11.866667 7.85 0
92 N95 0 0 56.6
93 N96 13 0 14.5
94 N97 13 0 61.6
95 N98 1.5 7.85 77.6
96 N99 1.5 7.85 56.6
97 N100 5 7.85 77.6
98 N101 5 7.85 56.6
99 N102 8.25 7.85 56.6
100 N103 8.25 7.85 77.6
101 N104 21.25 7.85 61.6
102 N105 21.25 7.85 77.6
103 N106 18 7.85 61.6
104 N107 18 7.85 77.6
105 N108 11.5 7.85 77.6
106 N109 11.5 7.85 56.6
107 N110 14.5 7.85 61.6
108 N111 14.5 7.85 77.6
109 N112 34.3 0 0
110 N114 21.8 7.85 4
Page 27 of 44
3201 S Halladay St
5/5/2025
Company
Designer
Job Number
Model Name
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:
:
:
DOTec Corp.
AG
#2303092
Tera wray
Checked By : ALG
RISA-3D Version 20 [ RISA CFa.r3d ]Page 13
Node Coordinates (Continued)
Label X [ft]Y [ft]Z [ft]Detach From Diaphragm
111 N115 34.3 0 4
112 N116 33.466667 0.523333 4
113 N117 32.633333 1.046667 4
114 N118 31.8 1.57 4
115 N119 30.966667 2.093333 4
116 N120 30.133333 2.616667 4
117 N121 29.3 3.14 4
118 N122 28.466667 3.663333 4
119 N123 27.633333 4.186667 4
120 N124 26.8 4.71 4
121 N125 25.966667 5.233333 4
122 N126 25.133333 5.756667 4
123 N127 24.3 6.28 4
124 N128 23.466667 6.803333 4
125 N129 22.633333 7.326667 4
126 N130 33.466667 0.523333 0
127 N131 32.633333 1.046667 0
128 N132 31.8 1.57 0
129 N133 30.966667 2.093333 0
130 N134 30.133333 2.616667 0
131 N135 29.3 3.14 0
132 N136 28.466667 3.663333 0
133 N137 27.633333 4.186667 0
134 N138 26.8 4.71 0
135 N139 25.966667 5.233333 0
136 N140 25.133333 5.756667 0
137 N141 24.3 6.28 0
138 N142 23.466667 6.803333 0
139 N143 22.633333 7.326667 0
Node Boundary Conditions
Node Label X [k/in]Y [k/in]Z [k/in]
1 N1 Reaction Reaction Reaction
2 N8 Reaction Reaction Reaction
3 N19 Reaction Reaction Reaction
4 N6 Reaction Reaction Reaction
5 N17 Reaction Reaction Reaction
6 N3 Reaction Reaction Reaction
7 N4 Reaction Reaction Reaction
8 N2 Reaction Reaction Reaction
9 N7 Reaction Reaction Reaction
10 N16 Reaction Reaction Reaction
11 N10 Reaction Reaction Reaction
12 N11 Reaction Reaction Reaction
13 N9 Reaction Reaction Reaction
14 N13 Reaction Reaction Reaction
15 N12 Reaction Reaction Reaction
16 N15 Reaction Reaction Reaction
17 N14 Reaction Reaction Reaction
18 N5 Reaction Reaction Reaction
19 N18 Reaction Reaction Reaction
20 N93 Reaction Reaction Reaction
21 N95 Reaction Reaction Reaction
22 N96 Reaction Reaction Reaction
23 N97 Reaction Reaction Reaction
Page 28 of 44
3201 S Halladay St
5/5/2025
Company
Designer
Job Number
Model Name
:
:
:
:
DOTec Corp.
AG
#2303092
Tera wray
Checked By : ALG
RISA-3D Version 20 [ RISA CFa.r3d ]Page 14
Node Boundary Conditions (Continued)
Node Label X [k/in]Y [k/in]Z [k/in]
24 N112 Reaction Reaction Reaction
25 N115 Reaction Reaction Reaction
Hot Rolled Steel Properties
Label E [ksi]G [ksi]Nu Therm. Coeff. [1e⁵°F⁻¹]Density [k/ft³]Yield [ksi]Ry Fu [ksi]Rt
1 A992 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1
2 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2
3 A572 Gr.50 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1
4 A500 Gr.B RND 29000 11154 0.3 0.65 0.527 42 1.4 58 1.3
5 A500 Gr.B RECT 29000 11154 0.3 0.65 0.527 46 1.4 58 1.3
6 A500 Gr.C RND 29000 11154 0.3 0.65 0.527 46 1.4 62 1.3
7 A500 Gr.C RECT 29000 11154 0.3 0.65 0.527 50 1.4 62 1.3
8 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2
9 A1085 29000 11154 0.3 0.65 0.49 50 1.4 65 1.3
10 A913 Gr.65 29000 11154 0.3 0.65 0.49 65 1.1 80 1.1
Cold Formed Steel Properties
Label E [ksi]G [ksi]Nu Therm. Coeff. [1e⁵°F⁻¹]Density [k/ft³]Yield [ksi]Fu [ksi]
1 A653 SS Gr33 29500 11346 0.3 0.65 0.49 33 45
2 A653 SS Gr50/1 29500 11346 0.3 0.65 0.49 50 65
Hot Rolled Steel Section Sets
Label Shape Type Design List Material Design Rule Area [in²]Iyy [in⁴]Izz [in⁴]J [in⁴]
1 C1 HSS8X8X4 Column Tube A500 Gr.B RECT Typical 7.1 70.7 70.7 111
Cold Formed Steel Section Sets
Label Shape Type Design List Material Design Rule Area [in²]Iyy [in⁴]Izz [in⁴]J [in⁴]
1 B1 12CS3.5X140 Beam CS A653 SS Gr50/1 Typical 2.767 3.94 57.32 0.018
2 B2 12CS3.5X105 Beam CS A653 SS Gr50/1 Typical 2.09 3.07 43.8 0.008
3 B3 12CS3.5X105 Beam CS A653 SS Gr50/1 Typical 2.09 3.07 43.8 0.008
Basic Load Cases
BLC Description Category Y Gravity Nodal Distributed Area(Member)
1 DL None -1 14 4
2 LL None 14 4
3 EQz ELX 23
4 EQx ELZ 23
5 BLC 1 Transient Area Loads None 248
6 BLC 2 Transient Area Loads None 248
Load Combinations
Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor
1 DL Yes Y 1 1
2 DL+LL Yes Y 1 1 2 1
3 1DL+0.7Ev+0.7EhX Yes Y 1 1 1 0.161 4 0.7
4 1DL+0.75L+0.525Ev+0.525EhX Yes Y 1 1 2 0.75 1 0.121 4 0.525
5 0.6DL-0.7Ev+0.7EhX Yes Y 1 1 1 -0.161 4 0.7
Page 29 of 44
3201 S Halladay St
5/5/2025
Company
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Job Number
Model Name
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:
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DOTec Corp.
AG
#2303092
Tera wray
Checked By : ALG
RISA-3D Version 20 [ RISA CFa.r3d ]Page 15
Load Combinations (Continued)
Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor
6 1DL+0.7Ev+0.7EhZ Yes Y 1 1 1 0.161 3 0.7
7 1DL+0.75L+0.525Ev+0.525EhZ Yes Y 1 1 2 0.75 1 0.121 3 0.525
8 0.6DL-0.7Ev+0.7EhZ Yes Y 1 1 1 -0.161 3 0.7
9 1.4DL Yes Y 1 1
10 1.2DL+1.6LL Yes Y 1 1.2 2 1.6
11 1.2DL+Ev+EhX Yes Y 1 1.2 1 0.2 4 1
12 0.9DL-Ev+EhX Yes Y 1 0.9 1 -0.2 4 1
13 1.2DL+Ev+EhZ Yes Y 1 1.2 1 0.2 3 1
14 0.9DL-Ev+EhZ Yes Y 1 0.9 1 -0.2 3 1
Envelope AISC 15TH (360-16): LRFD Member Steel Code Checks
Member Shape Code CheckLoc[ft]LCShear CheckLoc[ft]DirLCphi*Pnc [lb]phi*Pnt [lb]phi*Mn y-y [lb-ft]phi*Mn z-z [lb-ft]Cb Eqn
1 M1 HSS8X8X4 0.264 7.85 10 0.02 7.85 y 10 282876.74 293940 66287.772 66287.772 1.667H1-1b
2 M2 HSS8X8X4 0.133 7.85 14 0.013 7.85 z 14 282876.74 293940 66287.772 66287.772 1 H1-1b
3 M3 HSS8X8X4 0.419 7.85 10 0.037 7.85 y 10 282876.74 293940 66287.772 66287.772 1.667H1-1b
4 M4 HSS8X8X4 0.288 7.85 10 0.024 7.85 y 10 282876.74 293940 66287.772 66287.772 1.667H1-1b
5 M5 HSS8X8X4 0.298 7.85 10 0.026 7.85 y 10 282876.74 293940 66287.772 66287.772 1.667H1-1b
6 M6 HSS8X8X4 0.246 7.85 10 0.017 7.85 y 10 282876.74 293940 66287.772 66287.772 1.667H1-1b
7 M7 HSS8X8X4 0.246 7.85 10 0.016 7.85 y 11 282876.74 293940 66287.772 66287.772 1.667H1-1b
8 M8 HSS8X8X4 0.315 7.85 10 0.021 7.85 y 11 282876.74 293940 66287.772 66287.772 1.667H1-1b
9 M9 HSS8X8X4 0.526 7.85 10 0.026 7.85 y 10 282876.74 293940 66287.772 66287.772 1.667H1-1b
10 M10 HSS8X8X4 0.348 7.85 10 0.029 7.85 y 10 282876.74 293940 66287.772 66287.772 1.667H1-1b
11 M11 HSS8X8X4 0.193 7.85 13 0.017 7.85 z 13 282876.74 293940 66287.772 66287.772 1.667H1-1b
12 M12 HSS8X8X4 0.212 7.85 13 0.02 7.85 z 13 282876.74 293940 66287.772 66287.772 1.667H1-1b
13 M13 HSS8X8X4 0.23 7.85 13 0.022 7.85 z 13 282876.74 293940 66287.772 66287.772 1.667H1-1b
14 M14 HSS8X8X4 0.157 7.85 14 0.016 7.85 z 14 282876.74 293940 66287.772 66287.772 1.667H1-1b
15 M15 HSS8X8X4 0.228 7.85 13 0.023 7.85 z 13 282876.74 293940 66287.772 66287.772 1.667H1-1b
16 M16 HSS8X8X4 0.122 7.85 14 0.012 7.85 z 14 282876.74 293940 66287.772 66287.772 1.667H1-1b
17 M17 HSS8X8X4 0.19 7.85 10 0.018 7.85 y 10 282876.74 293940 66287.772 66287.772 1.667H1-1b
18 M18 HSS8X8X4 0.161 7.85 11 0.016 7.85 y 11 282876.74 293940 66287.772 66287.772 1.667H1-1b
19 M19 HSS8X8X4 0.12 7.85 11 0.012 7.85 y 11 282876.74 293940 66287.772 66287.772 1.667H1-1b
20 M90 HSS8X8X4 0.123 7.85 10 0.009 7.85 y 10 282876.74 293940 66287.772 66287.772 1.667H1-1b
21 M91 HSS8X8X4 0.138 7.85 13 0.014 7.85 z 13 282876.74 293940 66287.772 66287.772 1.667H1-1b
22 M92 HSS8X8X4 0.312 7.85 10 0.025 7.85 y 10 282876.74 293940 66287.772 66287.772 1.667H1-1b
23 M93 HSS8X8X4 0.292 7.85 10 0.026 7.85 y 10 282876.74 293940 66287.772 66287.772 1.667H1-1b
Envelope AISI S100-16: LRFD Member Cold Formed Steel Code Checks
Member Shape Code Check Loc[ft]LC Shear Check Loc[ft]DirLC phi*Pn[lb]phi*Tn[lb]phi*Mnyy[lb-ft]phi*Mnzz[lb-ft]phi*Vny[lb]phi*Vnz[lb]Cb Eqn
1 M20 12CS3.5X140 0.426 16 11 0.051 16 y 10 76578.032 124532.505 5199.331 25739.993 31363.036 22695.12 1 H1.2-1
2 M21 12CS3.5X140 0.409 0 11 0.072 0 y 13 79171.135 124532.505 5199.331 25607.879 31363.036 22695.12 1 H1.2-1
3 M22 12CS3.5X140 0.212 13.3 10 0.085 13.3 y 10 77484.026 124532.505 5639.777 33356.609 31363.036 22695.12 1 H1.2-1
4 M23 12CS3.5X140 0.261 15.8 10 0.096 15.8 y 10 76650.269 124532.505 5639.777 32583.131 31363.036 22695.12 1 H1.2-1
5 M24 12CS3.5X140 0.314 0 10 0.098 0 y 10 77100.066 124532.505 5199.331 30331.198 31363.036 22695.12 1 H1.2-1
6 M26 12CS3.5X140 0.209 0 13 0.073 0 y 10 79272.397 124532.505 5639.777 34418.999 31363.036 22695.12 1 H1.2-1
7 M27 12CS3.5X140 0.27 14.5 10 0.097 14.5 y 10 77100.066 124532.505 5639.777 34418.999 31363.036 22695.12 1 H1.2-1
8 M28 12CS3.5X140 0.248 0 13 0.025 14.5 y 13 77100.066 124532.505 5199.331 34418.999 31363.036 22695.12 1 H1.2-1
9 M29 12CS3.5X140 0.273 0 10 0.1 0 y 10 76650.269 124532.505 5639.777 32224.354 31363.036 22695.12 1 H1.2-1
10 M31 12CS3.5X140 0.39 21 11 0.096 0 y 10 79020.452 124532.505 5639.777 34418.999 31363.036 22695.12 1 H1.1-2
11 M32 12CS3.5X140 0.384 0 11 0.069 0 y 10 78531.624 124532.505 5639.777 34418.999 31363.036 22695.12 1 H1.1-2
12 M30 12CS3.5X140 0.221 15.8 13 0.02 15.8 y 13 76650.269 124532.505 5639.777 34418.999 31363.036 22695.12 1 H1.1-2
13 M35 12CS3.5X140 0.88 17.762 10 0.312 17.762 y 10 79273.974 124532.505 5199.331 31507.655 31363.036 22695.12 1 H1.2-1
14 M33 12CS3.5X140 0.723 12.944 10 0.298 12.944 y 10 79248.703 124532.505 5199.331 31380.87 31363.036 22695.12 1 H1.2-1
15 M37 12CS3.5X140 0.699 12.863 10 0.337 12.863 y 10 79273.974 124532.505 5640.29 34421.273 31363.036 22695.12 1 H2-1
Page 30 of 44
3201 S Halladay St
5/5/2025
Company
Designer
Job Number
Model Name
:
:
:
:
DOTec Corp.
AG
#2303092
Tera wray
Checked By : ALG
RISA-3D Version 20 [ RISA CFa.r3d ]Page 16
Envelope AISI S100-16: LRFD Member Cold Formed Steel Code Checks (Continued)
Member Shape Code Check Loc[ft]LC Shear Check Loc[ft]DirLC phi*Pn[lb]phi*Tn[lb]phi*Mnyy[lb-ft]phi*Mnzz[lb-ft]phi*Vny[lb]phi*Vnz[lb]Cb Eqn
16 M34 12CS3.5X140 0.723 12.944 10 0.298 12.944 y 10 79248.703 124532.505 5199.331 31380.87 31363.036 22695.12 1 H1.2-1
17 M41 12CS3.5X140 0.312 0 10 0.092 5.031 y 10 79171.135 124532.505 5199.331 28671.458 31363.036 22695.12 1 H1.2-1
18 M43 12CS3.5X140 0.335 0 14 0.044 13 y 10 77575.195 124532.505 5199.331 33073.845 31363.036 22695.12 1 H1.1-2
19 M36 12CS3.5X140 0.879 11.63810 0.312 11.638 y 10 79273.974 124532.505 5639.777 31534.7 31363.036 22695.12 1 H1.2-1
20 M44 12CS3.5X140 0.38 5 13 0.016 5 z 13 79171.135 124532.505 5639.777 34418.999 31363.036 22695.12 1 H1.2-1
21 M45 12CS3.5X140 0.669 12.836 10 0.255 12.836 y 10 79273.974 124532.505 5199.331 30331.045 31363.036 22695.12 1 H1.2-1
22 M38 12CS3.5X140 0.699 16.537 10 0.337 16.537 y 10 79273.974 124532.505 5477.416 34421.273 31363.036 22695.12 1 H2-1
23 M39 12CS3.5X140 0.402 6.49210 0.181 0 y 10 79273.974 124532.505 5639.777 34418.999 31363.036 22695.12 1 H1.2-1
24 M40 12CS3.5X140 0.403 9.90810 0.181 16.4 y 10 79273.974 124532.505 5199.331 34418.999 31363.036 22695.12 1 H1.2-1
25 M42 12CS3.5X140 0.26 21 10 0.051 16.187 y 14 79171.135 124532.505 5639.777 34418.999 31363.036 22695.12 1 H1.2-1
26 M46 12CS3.5X140 0.794 0 13 0.069 0 y 10 76578.032 124532.505 5199.331 28477.618 31363.036 22695.12 1 H1.2-1
27 M47 12CS3.5X105 0.929 7.9 10 0.428 15.8 y 10 36736.231 94050 4391.06 24947.114 13716.9 17446.275 1 H2-1
28 M48 12CS3.5X140 0.479 6.65 10 0.159 13.3 y 10 77484.026 124532.505 5640.29 34421.273 31363.036 22695.12 1 H2-1
29 M51 12CS3.5X105 0.782 7.25 10 0.393 14.5 y 10 36736.231 94050 4391.06 24947.114 13716.9 17446.275 1 H2-1
30 M52 12CS3.5X105 0.929 7.9 10 0.428 15.8 y 10 36736.231 94050 4391.06 24947.114 13716.9 17446.275 1 H2-1
31 M53 12CS3.5X140 0.479 6.65 10 0.16 13.3 y 10 77484.026 124532.505 5640.29 34421.273 31363.036 22695.12 1 H2-1
32 M56 12CS3.5X105 0.782 7.25 10 0.393 14.5 y 10 36736.231 94050 4390.688 24945.516 13716.9 17446.275 1 H1.1-2
33 M57 12CS3.5X105 0.929 7.9 10 0.428 15.8 y 10 49556.569 94050 4390.688 24945.516 13716.9 17446.275 1 H1.2-1
34 M58 12CS3.5X140 0.479 6.65 10 0.159 13.3 y 10 77484.026 124532.505 5639.777 34418.999 31363.036 22695.12 1 H1.2-1
35 M61 12CS3.5X105 0.782 7.25 10 0.393 14.5 y 10 49781.008 94050 4390.688 24945.516 13716.9 17446.275 1 H1.2-1
36 M62 12CS3.5X140 0.442 0 10 0.108 0 y 10 77575.195 124532.505 5639.777 34418.999 31363.036 22695.12 1 H1.2-1
37 M63 12CS3.5X140 0.336 13 10 0.034 13 y 10 77575.195 124532.505 5199.331 28781.06 31363.036 22695.12 1 H1.2-1
38 M64 12CS3.5X140 0.404 13.3 10 0.185 13.3 y 10 77484.026 124532.505 5639.777 31816.433 31363.036 22695.12 1 H1.2-1
39 M65 12CS3.5X140 0.286 13.3 10 0.029 0 y 10 77484.026 124532.505 5639.777 34418.999 31363.036 22695.12 1 H1.2-1
40 M66 12CS3.5X140 0.744 12.944 10 0.307 12.944 y 10 79248.703 124532.505 5199.331 31407.666 31363.036 22695.12 1 H1.2-1
41 M67 12CS3.5X140 0.732 8.85610 0.307 8.856 y 10 79248.703 124532.505 5639.777 31912.147 31363.036 22695.12 1 H1.2-1
42 M68 12CS3.5X105 0.938 7.9 10 0.43 15.8 y 10 49556.569 94050 4390.688 24945.516 13716.9 17446.275 1 H1.2-1
43 M69 12CS3.5X105 0.785 7.25 10 0.395 0 y 10 36736.231 94050 4390.688 24945.516 13716.9 17446.275 1 H1.1-2
44 M70 12CS3.5X105 0.703 7.9 10 0.315 0 y 10 49556.569 94050 4390.688 24945.516 13716.9 17446.275 1 H1.2-1
45 M71 12CS3.5X105 0.589 7.25 10 0.289 14.5 y 10 49781.008 94050 4390.688 24945.516 13716.9 17446.275 1 H1.2-1
46 M72 12CS3.5X105 0.591 7.9 10 0.266 15.8 y 10 36736.231 94050 4391.06 24947.114 13716.9 17446.275 1 H2-1
47 M73 12CS3.5X105 0.489 7.25 10 0.244 14.5 y 10 36736.231 94050 4391.06 24947.114 13716.9 17446.275 1 H2-1
48 M74 12CS3.5X140 0.494 6.65 10 0.162 0 y 10 77484.026 124532.505 5640.29 34421.273 31363.036 22695.12 1 H2-1
49 M75 12CS3.5X140 0.219 6.5 10 0.075 13 y 10 77575.195 124532.505 5639.777 34418.999 31363.036 22695.12 1 H1.2-1
50 M76 12CS3.5X140 0.655 10.5 10 0.138 21 y 10 68579.124 124532.505 5639.777 34418.999 31363.036 22695.12 1 H1.2-1
51 M77 12CS3.5X140 0.227 6.5 10 0.077 13 y 10 77575.195 124532.505 5639.777 34418.999 31363.036 22695.12 1 H1.2-1
52 M79 12CS3.5X140 0.212 6.5 10 0.072 0 y 10 77575.167 124532.505 5640.29 34421.273 31363.036 22695.12 1 H2-1
53 M80 12CS3.5X140 0.607 10.5 10 0.127 21 y 10 68579.124 124532.505 5640.29 34421.273 31363.036 22695.12 1 H2-1
54 M81 12CS3.5X105 0.519 8 10 0.237 16 y 10 36736.231 94050 4391.06 24947.114 13716.9 17446.275 1 H2-1
55 M82 12CS3.5X105 0.494 8 10 0.219 16 y 10 36736.231 94050 4391.06 24947.114 13716.9 17446.275 1 H2-1
56 M83 12CS3.5X140 0.219 6.5 10 0.075 0 y 10 77575.167 124532.505 5639.777 34418.999 31363.036 22695.12 1 H1.2-1
57 M84 12CS3.5X140 0.218 6.5 10 0.074 13 y 10 77575.167 124532.505 5640.29 34421.273 31363.036 22695.12 1 H2-1
58 M85 12CS3.5X140 0.223 6.5 10 0.074 13 y 10 77575.167 124532.505 5639.777 34418.999 31363.036 22695.12 1 H1.2-1
59 M86 12CS3.5X140 0.222 6.5 10 0.074 13 y 10 77575.167 124532.505 5640.29 34421.273 31363.036 22695.12 1 H2-1
60 M87 12CS3.5X140 0.423 6.65 10 0.138 0 y 10 77484.026 124532.505 5640.29 34421.273 31363.036 22695.12 1 H2-1
61 M88 12CS3.5X140 0.669 12.836 10 0.255 12.836 y 10 79273.974 124532.505 5199.331 30331.045 31363.036 22695.12 1 H1.2-1
62 M89 12CS3.5X140 0.638 11.86710 0.306 11.867 y 10 69600.269 124532.505 5477.416 34421.273 31363.036 22695.12 2.245 H2-1
63 M95 12CS3.5X140 0.607 10.5 10 0.127 21 y 10 68579.124 124532.505 5639.777 34418.999 31363.036 22695.12 1 H1.2-1
64 M97 12CS3.5X140 0.627 10.5 10 0.129 21 y 10 68579.124 124532.505 5639.777 34418.999 31363.036 22695.12 1 H1.2-1
65 M98 12CS3.5X140 0.606 10.5 10 0.127 21 y 10 68579.124 124532.505 5639.777 34418.999 31363.036 22695.12 1 H1.2-1
66 M99 12CS3.5X140 0.607 10.5 10 0.127 21 y 10 68579.124 124532.505 5640.29 34421.273 31363.036 22695.12 1 H2-1
67 M100 12CS3.5X105 0.562 8 10 0.252 16 y 10 36736.231 94050 4391.06 24947.114 13716.9 17446.275 1 H2-1
68 M101 12CS3.5X105 0.495 8 10 0.219 16 y 10 47575.999 94050 4390.688 24945.516 13716.9 17446.275 1 H1.2-1
69 M102 12CS3.5X140 0.607 10.5 10 0.127 21 y 10 68579.124 124532.505 5640.29 34421.273 31363.036 22695.12 1 H2-1
70 M103 12CS3.5X105 0.494 8 10 0.22 16 y 10 36736.231 94050 4391.06 24947.114 13716.9 17446.275 1 H2-1
Page 31 of 44
3201 S Halladay St
5/5/2025
Company
Designer
Job Number
Model Name
:
:
:
:
DOTec Corp.
AG
#2303092
Tera wray
Checked By : ALG
RISA-3D Version 20 [ RISA CFa.r3d ]Page 17
Envelope AISI S100-16: LRFD Member Cold Formed Steel Code Checks (Continued)
Member Shape Code Check Loc[ft]LC Shear Check Loc[ft]DirLC phi*Pn[lb]phi*Tn[lb]phi*Mnyy[lb-ft]phi*Mnzz[lb-ft]phi*Vny[lb]phi*Vnz[lb]Cb Eqn
71 M133 12CS3.5X140 0.005 4 10 0.005 4 y 10 69591.481 124532.505 5640.29 34421.273 31363.036 22695.12 1.136 H2-1
72 M134 12CS3.5X140 0.005 4 10 0.005 4 y 10 69591.481 124532.505 5640.29 34421.273 31363.036 22695.12 1.136 H2-1
73 M135 12CS3.5X140 0.005 4 10 0.005 4 y 10 69591.481 124532.505 5640.29 34421.273 31363.036 22695.12 1.136 H2-1
74 M136 12CS3.5X140 0.005 4 10 0.005 4 y 10 69591.481 124532.505 5640.29 34421.273 31363.036 22695.12 1.136 H2-1
75 M137 12CS3.5X140 0.005 4 10 0.005 4 y 10 69591.481 124532.505 5640.29 34421.273 31363.036 22695.12 1.136 H2-1
76 M138 12CS3.5X140 0.005 4 10 0.005 4 y 10 69591.481 124532.505 5640.29 34421.273 31363.036 22695.12 1.136 H2-1
77 M139 12CS3.5X140 0.005 4 10 0.005 4 y 10 69591.481 124532.505 5640.29 34421.273 31363.036 22695.12 1.136 H2-1
78 M140 12CS3.5X140 0.005 4 10 0.005 4 y 10 69591.481 124532.505 5640.29 34421.273 31363.036 22695.12 1.136 H2-1
79 M141 12CS3.5X140 0.005 4 10 0.005 4 y 10 69591.481 124532.505 5640.29 34421.273 31363.036 22695.12 1.136 H2-1
80 M142 12CS3.5X140 0.005 4 10 0.005 4 y 10 69591.481 124532.505 5640.29 34421.273 31363.036 22695.12 1.136 H2-1
81 M143 12CS3.5X140 0.005 4 10 0.005 4 y 10 69591.481 124532.505 5640.29 34421.273 31363.036 22695.12 1.136 H2-1
82 M144 12CS3.5X140 0.005 4 10 0.005 4 y 10 69591.481 124532.505 5640.29 34421.273 31363.036 22695.12 1.136 H2-1
83 M145 12CS3.5X140 0.005 4 10 0.005 4 y 10 69591.481 124532.505 5640.29 34421.273 31363.036 22695.12 1.136 H2-1
84 M146 12CS3.5X140 0.005 2 10 0.005 4 y 10 73420.026 124532.505 5639.777 30943.911 31363.036 22695.12 1.136 H1.2-1
85 M109 12CS3.5X140 0.114 7.99510 0.029 14.761 y 10 73730.925 124532.505 5199.331 34418.999 31363.036 22695.12 1.561 H1.2-1
86 M110 12CS3.5X140 0.109 7.99510 0.029 14.761 y 10 73730.925 124532.505 5199.331 34418.999 31363.036 22695.12 1.561 H1.2-1
Page 32 of 44
3201 S Halladay St
5/5/2025
Detail Report: M28 Unity Check: 0.248 (LC 13)Load Combination: Envelope
WARNING: Detail Report Based On Less Than 10 Sections!
y
z
y
z
x
Input Data:
Shape:
Member Type:
Length (ft):
Material Type:
Design Rule:
Number of Internal Sections:
12CS3.5X140
Beam
14.5
Cold Formed Steel
Typical
5
I Node:
J Node:
I Release:
J Release:
I Offset (in):
J Offset (in):
N22
N31
Fixed
Fixed
N/A
N/A
Material Properties:
Material :A653 SS Gr50/1 Nu :0.3 F y (ksi):50
E (ksi):29500 Therm. Coeff.(1e⁵°F⁻¹):0.65 F u (ksi):65
G (ksi):11346 Density (k/ft³):0.49
Shape Properties:
D (in):12 Cw (in⁶):114.111 S e,z (in³):9.178
B (in):3.5 ro (in):5.192 S et,z (in³):9.179
t (in):0.14 Xc (in):0.811 S f,z (in³):9.553
R (in):0.188 m (in):1.384 S fy,z (in³):9.553
d (in):0.885 j (in):6.838 S e,y (in³):1.386
I yy (in⁴):3.94 rz (in):4.551 S et,y (in³):1.461
I zz (in⁴):57.32 ry (in):1.193 S f,y (in³):4.474
Area (in²):2.767 x 0 (in):-2.195 S fy,y (in³):1.504
J (in⁴):0.018
Design Properties:
L b y-y (ft):1
L b z-z (ft):Segment
L comp top (ft):1
L comp bot (ft):4
C b:1
C m y-y:N/A
C m z-z:N/A
K y-y:0.65
K z-z:0.65
R:N/A
y sway:No
z sway:No
a (ft):N/A
Function:Gravity
Max Defl Ratio:L/4925
Max Defl Location:4.229
Span:1
N22 N31
M28
Diagrams:3.196e-04 at 0 ft
-0.035 at 3.625 ft
y Deflection ( )in
0.019 at 3.625 ft
-0.242 at 14.5 ft
z Deflection ( )in
136.086 at 0 ft
19.085 at 0 ft
Axial Force ( )lbs
38.209 at 0 ft
-773.097 at 14.5 ft
y Shear Force ( )lbs
61.724 at 0 ft
3.04 at 0 ft
z Shear Force ( )lbs
0.133 at 0 ft
0.005 at 0 ft
Torsion ( )lb-ft
4281.103 at 14.5 ft
-5542.881 at 0 ft
z-z Moment ( )lb-ft
447.565 at 14.5 ft
-447.429 at 0 ft
y-y Moment ( )lb-ft
0.049 at 0 ft
0.007 at 0 ft
Axial Stress ( )ksi
6.962 at 0 ft
-6.962 at 0 ft
Bending Strong Stress ( )ksi
3.571 at 14.5 ft
-3.57 at 0 ft
Bending Weak Stress ( )ksi
AISI S100-16: LRFD Code Check
Limit State Required Available Unity Check
Applied Loading - Bending/Axial 13 - - --
Applied Loading - Shear + Torsion 13 - - --
Axial Tension Analysis 0.000 lb 124532.5 lb --
Axial Compression Analysis 39.677 lb - --
Flexural Analysis (Strong Axis)5542.881 lb-ft 34419 lb-ft --
Flexural Analysis (Weak Axis)447.429 lb-ft 5199.332 lb-ft --
Shear Analysis (Major Axis y)775.18 lb 31363.037 lb 0.025 Pass
Shear Analysis (Minor Axis z)62.768 lb 22695.119 lb 0.003 Pass
Bending & Axial Interaction Check (UC Bending Max)- - 0.248 Pass
RISA-3D Version 20 [ RISA CFa.r3d ]Page 18
Company
Designer
Job Number
Model Name
:
:
:
:
DOTec Corp.
AG
#2303092
Tera wray
Checked By : ALG
Page 33 of 44
3201 S Halladay St
5/5/2025
Detail Report: M28 Unity Check: 0.248 (LC 13)Load Combination: EnvelopeWARNING: Detail Report Based On Less Than 10 Sections!y z y zx Input Data:Shape:Member Type:Length (ft):Material Type:Design Rule:Number of Internal Sections:12CS3.5X140Beam14.5Cold Formed SteelTypical5 I Node:J Node:I Release:J Release:I Offset (in):J Offset (in):N22N31FixedFixedN/AN/AMaterial Properties:Material :A653 SS Gr50/1 Nu :0.3 F y (ksi):50E(ksi):29500 Therm. Coeff.(1e⁵°F⁻¹):0.65 F u (ksi):65G(ksi):11346 Density (k/ft³):0.49Shape Properties:D (in):12 Cw (in⁶):114.111 S e,z (in³):9.178B(in):3.5 ro (in):5.192 S et,z (in³):9.179t(in):0.14 Xc (in):0.811 S f,z (in³):9.553R(in):0.188 m (in):1.384 S fy,z (in³):9.553d(in):0.885 j (in):6.838 S e,y (in³):1.386Iyy(in⁴):3.94 rz (in):4.551 S et,y (in³):1.461Izz(in⁴):57.32 ry (in):1.193 S f,y (in³):4.474Area(in²):2.767 x 0 (in):-2.195 S fy,y (in³):1.504J(in⁴):0.018Design Properties:L b y-y (ft):1Lb z-z (ft):SegmentLcomp top (ft):1Lcomp bot (ft):4Cb:1Cm y-y:N/ACm z-z:N/A K y-y:0.65Kz-z:0.65R:N/Ay sway:Noz sway:Noa(ft):N/AFunction:Gravity Max Defl Ratio:L/4925Max Defl Location:4.229Span:1N22N31M28Diagrams:3.196e-04 at 0 ft
-0.035 at 3.625 ft
y Deflection ( )in
0.019 at 3.625 ft
-0.242 at 14.5 ft
z Deflection ( )in
136.086 at 0 ft
19.085 at 0 ft
Axial Force ( )lbs
38.209 at 0 ft
-773.097 at 14.5 ft
y Shear Force ( )lbs
61.724 at 0 ft
3.04 at 0 ft
z Shear Force ( )lbs
0.133 at 0 ft
0.005 at 0 ft
Torsion ( )lb-ft
4281.103 at 14.5 ft
-5542.881 at 0 ft
z-z Moment ( )lb-ft
447.565 at 14.5 ft
-447.429 at 0 ft
y-y Moment ( )lb-ft
0.049 at 0 ft
0.007 at 0 ft
Axial Stress ( )ksi
6.962 at 0 ft
-6.962 at 0 ft
Bending Strong Stress ( )ksi
3.571 at 14.5 ft
-3.57 at 0 ft
Bending Weak Stress ( )ksi
AISI S100-16: LRFD Code Check
Limit State Required Available Unity Check
Applied Loading - Bending/Axial 13 - - --
Applied Loading - Shear + Torsion 13 - - --
Axial Tension Analysis 0.000 lb 124532.5 lb --
Axial Compression Analysis 39.677 lb - --
Flexural Analysis (Strong Axis)5542.881 lb-ft 34419 lb-ft --
Flexural Analysis (Weak Axis)447.429 lb-ft 5199.332 lb-ft --
Shear Analysis (Major Axis y)775.18 lb 31363.037 lb 0.025 Pass
Shear Analysis (Minor Axis z)62.768 lb 22695.119 lb 0.003 Pass
Bending & Axial Interaction Check (UC Bending Max)- - 0.248 Pass
RISA-3D Version 20 [ RISA CFa.r3d ]Page 19
Company
Designer
Job Number
Model Name
:
:
:
:
DOTec Corp.
AG
#2303092
Tera wray
Checked By : ALG
Page 34 of 44
3201 S Halladay St
5/5/2025
Detail Report: M90 Unity Check: 0.123 (LC 10)Load Combination: Envelope
WARNING: Detail Report Based On Less Than 10 Sections!
y
z
y
z
x
Input Data:
Shape:
Member Type:
Length (ft):
Material Type:
Design Rule:
Number of Internal Sections:
HSS8X8X4
Column
7.85
Hot Rolled Steel
Typical
5
I Node:
J Node:
I Release:
J Release:
I Offset (in):
J Offset (in):
N93
N94
Fixed
Fixed
N/A
N/A
Material Properties:
Material :A500 Gr.B RECT Therm. Coeff.(1e⁵°F⁻¹):0.65 Ry :1.4
E (ksi):29000 Density (k/ft³):0.527 F u (ksi):58
G (ksi):11154 F y (ksi):46 Rt :1.3
Nu :0.3
Shape Properties:
d (in):8 I yy (in⁴):70.7 Area (in²):7.1
b f (in):8 I zz (in⁴):70.7 J (in⁴):111
t (in):0.233
Design Properties:
L b y-y (ft):N/A
L b z-z (ft):N/A
L comp top (ft):Lbyy
L comp bot (ft):N/A
L torque (ft):N/A
K y-y:0.8
K z-z:0.8
y sway:No
z sway:No
Function:Lateral
Seismic DR:None
Max Defl Ratio:L/0
Max Defl Location:0
Span:N/A
N93 N94
M90
Diagrams:1.882e-04 at 7.85 ft
-0.025 at 3.925 ft
y Deflection ( )in
0.334 at 7.85 ft
z Deflection ( )in
17192.519 at 0 ft
1267.922 at 7.85 ft
Axial Force ( )lbs
786.111 at 0 ft
65.404 at 0 ft
y Shear Force ( )lbs
0.019 at 0 ft
-0.092 at 0 ft
z Shear Force ( )lbs
Torsion ( )lb-ft
-6170.97 at 7.85 ft
z-z Moment ( )lb-ft
0.151 at 7.85 ft
-0.725 at 7.85 ft
y-y Moment ( )lb-ft
2.421 at 0 ft
0.179 at 7.85 ft
Axial Stress ( )ksi
4.19 at 7.85 ft
-4.19 at 7.85 ft
Bending Strong Stress ( )ksi
4.922e-04 at 7.85 ft
-4.922e-04 at 7.85 ft
Bending Weak Stress ( )ksi
AISC 15th (360-16): LRFD Code Check
Limit State Required Available Unity Check
Applied Loading - Bending/Axial 10 - - --
Applied Loading - Shear + Torsion 10 - - --
Axial Tension Analysis 10 0.000 lb 293940 lb --
Axial Compression Analysis 10 16947.75 lb 282876.75 lb --
Flexural Analysis (Strong Axis)10 6170.97 lb-ft 66287.773 lb-ft --
Flexural Analysis (Weak Axis)0.151 lb-ft 66287.773 lb-ft --
Shear Analysis (Major Axis y)10 786.111 lb 84512.289 lb 0.009 Pass
Shear Analysis (Minor Axis z)10 0.019 lb 84512.289 lb 0.000 Pass
Bending & Axial Interaction Check (UC Bending Max)10 - - 0.123 Pass
Torsional Analysis 10 0.000 lb-ft 58090.801 lb-ft 0.000 Pass
RISA-3D Version 20 [ RISA CFa.r3d ]Page 20
Company
Designer
Job Number
Model Name
:
:
:
:
DOTec Corp.
AG
#2303092
Tera wray
Checked By : ALG
Page 35 of 44
3201 S Halladay St
5/5/2025
Detail Report: M90 Unity Check: 0.123 (LC 10)Load Combination: EnvelopeWARNING: Detail Report Based On Less Than 10 Sections!y z y zx Input Data:Shape:Member Type:Length (ft):Material Type:Design Rule:Number of Internal Sections:HSS8X8X4Column7.85Hot Rolled SteelTypical5 I Node:J Node:I Release:J Release:I Offset (in):J Offset (in):N93N94FixedFixedN/AN/AMaterial Properties:Material :A500 Gr.B RECT Therm. Coeff.(1e⁵°F⁻¹):0.65 Ry :1.4E(ksi):29000 Density (k/ft³):0.527 F u (ksi):58G(ksi):11154 F y (ksi):46 Rt :1.3Nu:0.3Shape Properties:d (in):8 I yy (in⁴):70.7 Area (in²):7.1bf(in):8 I zz (in⁴):70.7 J (in⁴):111t(in):0.233Design Properties:L b y-y (ft):N/ALb z-z (ft):N/ALcomp top (ft):LbyyLcomp bot (ft):N/ALtorque(ft):N/A K y-y:0.8Kz-z:0.8y sway:Noz sway:NoFunction:LateralSeismic DR:None Max Defl Ratio:L/0Max Defl Location:0Span:N/AN93N94M90Diagrams:1.882e-04 at 7.85 ft-0.025 at 3.925 fty Deflection ( )in 0.334 at 7.85 ftz Deflection ( )in17192.519 at 0 ft
1267.922 at 7.85 ft
Axial Force ( )lbs
786.111 at 0 ft
65.404 at 0 ft
y Shear Force ( )lbs
0.019 at 0 ft
-0.092 at 0 ft
z Shear Force ( )lbs
Torsion ( )lb-ft
-6170.97 at 7.85 ft
z-z Moment ( )lb-ft
0.151 at 7.85 ft
-0.725 at 7.85 ft
y-y Moment ( )lb-ft
2.421 at 0 ft
0.179 at 7.85 ft
Axial Stress ( )ksi
4.19 at 7.85 ft
-4.19 at 7.85 ft
Bending Strong Stress ( )ksi
4.922e-04 at 7.85 ft
-4.922e-04 at 7.85 ft
Bending Weak Stress ( )ksi
AISC 15th (360-16): LRFD Code Check
Limit State Required Available Unity Check
Applied Loading - Bending/Axial 10 - - --
Applied Loading - Shear + Torsion 10 - - --
Axial Tension Analysis 10 0.000 lb 293940 lb --
Axial Compression Analysis 10 16947.75 lb 282876.75 lb --
Flexural Analysis (Strong Axis)10 6170.97 lb-ft 66287.773 lb-ft --
Flexural Analysis (Weak Axis)0.151 lb-ft 66287.773 lb-ft --
Shear Analysis (Major Axis y)10 786.111 lb 84512.289 lb 0.009 Pass
Shear Analysis (Minor Axis z)10 0.019 lb 84512.289 lb 0.000 Pass
Bending & Axial Interaction Check (UC Bending Max)10 - - 0.123 Pass
Torsional Analysis 10 0.000 lb-ft 58090.801 lb-ft 0.000 Pass
RISA-3D Version 20 [ RISA CFa.r3d ]Page 21
Company
Designer
Job Number
Model Name
:
:
:
:
DOTec Corp.
AG
#2303092
Tera wray
Checked By : ALG
Page 36 of 44
3201 S Halladay St
5/5/2025
DOTec Corp.
AG
#2303092
Tera wray SK-3
Apr 05, 2023
RISA CFa.r3d
Page 37 of 44
3201 S Halladay St
5/5/2025
DOTec Corp.
AG
#2303092
Tera wray SK-1
Apr 05, 2023
RISA CFa.r3d
Page 38 of 44
3201 S Halladay St
5/5/2025
Company:DOTec Corp.Date:4/5/2023
Engineer:AG Page:1/6
Project:TERA WRAY
Address:
Phone:
E-mail:
Anchor Designer™
Software
Version 3.0.7947.0
1.Project information
Customer company:
Customer contact name:
Customer e-mail:
Comment:
Project description:
Location:
Fastening description:
2. Input Data & Anchor Parameters
General
Design method:ACI 318-14
Units: Imperial units
Anchor Information:
Anchor type: Torque controlled expansion anchor
Material: Carbon Steel
Diameter (inch): 0.625
Nominal Embedment depth (inch): 3.625
Effective Embedment depth, hef (inch): 3.000
Code report: ICC-ES ESR-3037
category: 1
ductility: Yes
hmin (inch): 5.84
cac (inch): 7.71
Cmin (inch): 7.06
Smin (inch): 4.16
Base Material
Concrete: Normal-weight
Concrete thickness, h (inch): 6.00
State: Uncracked
Compressive strength, f’c (psi): 3000
Ψc,V: 1.4
Reinforcement condition: B tension, B shear
Supplemental reinforcement: No
Reinforcement provided at corners: No
Ignore concrete breakout in tension: No
Ignore concrete breakout in shear: No
Ignore 6do requirement: Not applicable
Build-up grout pad: No
Base Plate
Length x Width x Thickness (inch): 14.00 x 14.00 x 0.50
Yield stress: 36000 psi
Profile type/size: HSS8X8X1/4
Recommended Anchor
Anchor Name: Strong-Bolt® 2 - 5/8"Ø CS Strong-Bolt 2, hnom:3.625" (92mm)
Code Report: ICC-ES ESR-3037
5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Page 39 of 44
3201 S Halladay St
5/5/2025
Company:DOTec Corp.Date:4/5/2023
Engineer:AG Page:2/6
Project:TERA WRAY
Address:
Phone:
E-mail:
Anchor Designer™
Software
Version 3.0.7947.0
Load and Geometry
Load factor source: ACI 318 Section 5.3
Load combination: not set
Seismic design: No
subjected to sustained tension: Not applicable
entire shear load at front row: No
only resisting wind and/or seismic loads: No
Strength level loads:
Nua [lb]: 900
uax [lb]: 2500
uay [lb]: 1900
Mux [ft-lb]: 0
Muy [ft-lb]: 0
Muz [ft-lb]: 0
<Figure 1>
5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Page 40 of 44
3201 S Halladay St
5/5/2025
Company:DOTec Corp.Date:4/5/2023
Engineer:AG Page:3/6
Project:TERA WRAY
Address:
Phone:
E-mail:
Anchor Designer™
Software
Version 3.0.7947.0
<Figure 2>
5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Page 41 of 44
3201 S Halladay St
5/5/2025
Company:DOTec Corp.Date:4/5/2023
Engineer:AG Page:4/6
Project:TERA WRAY
Address:
Phone:
E-mail:
Anchor Designer™
Software
Version 3.0.7947.0
Shear load y,
Vuay (lb)
Tension load,
Nua (lb)
3. Resulting Anchor Forces
Shear load combined,
√(Vuax)²+(Vuay)² (lb)
Shear load x,
Vuax (lb)
203.01 599.0 750.2451.6
198.32 651.0 792.3451.6
252.43 651.0 823.0503.6
246.34 599.0 775.9493.2
2500.0 1900.0Sum900.0 3141.4
Maximum concrete compression strain (‰): 0.00
Maximum concrete compression stress (psi): 0
Resultant tension force (lb): 900
Resultant compression force (lb): 0
Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.01
Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.49
Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.24
Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.18
<Figure 3>
4. Steel Strength of Anchor in Tension (Sec. 17.4.1)
Nsa (lb)Nsa (lb)
19070 0.75 14303
5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2)
Nb = kc a f’chef1.5 (Eq. 17.4.2.2a)
kc a f’c (psi)hef (in)Nb (lb)
24.0 1.00 3000 3.000 6831
Ncbg =(ANc / ANco)ec,N ed,N c,N cp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1b)
ANc (in2)ANco (in2)ca,min (in)ec,N ed,N c,N cp,N Nb (lb)Ncbg (lb)
315.00 81.00 14.00 0.900 1.000 1.00 1.000 6831 0.65 15534
6. Pullout Strength of Anchor in Tension (Sec. 17.4.3)
Npn =c,P aNp(f’c /2,500)n (Sec. 17.3.1, Eq. 17.4.3.1 & Code Report)
c,P a Np (lb)f’c (psi)n Npn (lb)
1.0 1.00 5975 3000 0.50 0.65 4254
5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Page 42 of 44
3201 S Halladay St
5/5/2025
Company:DOTec Corp.Date:4/5/2023
Engineer:AG Page:5/6
Project:TERA WRAY
Address:
Phone:
E-mail:
Anchor Designer™
Software
Version 3.0.7947.0
8. Steel Strength of Anchor in Shear (Sec. 17.5.1)
Vsa (lb)grout grout Vsa (lb)
11035 1.0 0.65 7173
9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.5.2)
Shear perpendicular to edge in y-direction:
Vby =min|7(le / da)0.2 da a f’cca11.5; 9 a f’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b)
le (in)da (in)a f’c (psi)ca1 (in)Vby (lb)
3.00 0.625 1.00 3000 14.00 21729
Vcbgy =(AVc / AVco)ec,V ed,V c,V h,VVby (Sec. 17.3.1 & Eq. 17.5.2.1b)
AVc (in2)AVco (in2)ec,V ed,V c,V h,V Vby (lb)Vcbgy (lb)
312.00 882.00 0.987 1.000 1.400 1.871 21729 0.70 13911
Shear parallel to edge in y-direction:
Vbx =min|7(le / da)0.2 da a f’cca11.5; 9 a f’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b)
le (in)da (in)a f’c (psi)ca1 (in)Vbx (lb)
3.00 0.625 1.00 3000 24.00 48771
Vcbgy =(2)(AVc / AVco)ec,V ed,V c,V h,VVbx (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1b)
AVc (in2)AVco (in2)ec,V ed,V c,V h,V Vbx (lb)Vcbgy (lb)
480.00 2592.00 1.000 1.000 1.400 2.449 48771 0.70 43361
10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3)
Vcpg =kcpNcbg =kcp(ANc / ANco)ec,N ed,N c,N cp,NNb (Sec. 17.3.1 & Eq. 17.5.3.1b)
kcp Nc (in2)ANco (in2)ec,N ed,N c,N cp,N Nb (lb)Vcpg (lb)
2.0 315.00 81.00 0.912 1.000 1.000 1.000 6831 0.70 33919
11. Results
Interaction of Tensile and Shear Forces (Sec. 17.6.)
Tension Factored Load, Nua (lb)Design Strength, øNn (lb)Ratio Status
Steel 252 14303 0.02 Pass
Concrete breakout 900 15534 0.06 Pass
Pullout 252 4254 0.06 Pass (Governs)
Shear Factored Load, Vua (lb)Design Strength, øVn (lb)Ratio Status
Steel 823 7173 0.11 Pass
T Concrete breakout y+ 1900 13911 0.14 Pass (Governs)
|| Concrete breakout y+ 2500 43361 0.06 Pass (Governs)
Pryout 3140 33919 0.09 Pass
Interaction check Nua/Nn Vua/Vn Combined Ratio Permissible Status
Sec. 17.6..2 0.00 0.14 13.7% 1.0 Pass
5/8"Ø CS Strong-Bolt 2, hnom:3.625" (92mm) meets the selected design criteria.
5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
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3201 S Halladay St
5/5/2025
Company:DOTec Corp.Date:4/5/2023
Engineer:AG Page:6/6
Project:TERA WRAY
Address:
Phone:
E-mail:
Anchor Designer™
Software
Version 3.0.7947.0
12. Warnings
- For irregular anchor patterns, the designer must consider sizing of base plate holes to ensure shear loads are distributed to anchors as
designed.
- Designer must exercise own judgement to determine if this design is suitable.
- Refer to manufacturer’s product literature for hole cleaning and installation instructions.
5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Page 44 of 44
3201 S Halladay St
5/5/2025
STRUCTURAL CALCULATIONS
OF
RL Construction - B2411094 - CO2&CO3
PROJECT NO.: # B2411094 - CO2&CO3
CLIENT: RL Construction
BUILDING ADDRESS:
ADDRESS: 960 N Tustin St #396
CITY: Orange
STATE: CA
ZIP: 92867
COUNTRY: USA
CLINT CONTACT INFO
CONTACT: Bob LaFreeda
TEL:
FAX:
MOBILE: 714-225-2070
E-MAIL:boblafreeda@gmail.com
SITE ADDRESS:
ADDRESS: 3201 Halladay St SEAL:
CITY: Santa Ana
STATE: California
ZIP: 92705
CONFIRM ZIP: 92705
COUNTRY: USA
REVISION HISTORY
# DATE DESCRIPTION PREPARED CHECKED
01 3/6/2025 First Submittal MA MG
02
03
Acceptance and use of this report by any party constitutes a contractual agreement that the Engineers’ total liability arising out
of or in any way related to this analysis and report shall not exceed the total sum paid to the Engineer for the services provided.
Liability does not exist beyond the analysis contained in this report.
Copyright. Dotec Engineering
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RL Construction - B2411094 - CO2
overturning calculations 2,100-gallon water tank
≔D 7.5 ft Tank Diameter
≔H 7.25 ft Tank Height
≔TankETW 325 lbf Empty Tank Weight
≔WaterD 62.4 pcf Water Density
≔TankWC =2100 gal 280.729 ft 3 Water Capacity
≔Wtotal =+⎛⎝⋅TankWC WaterD⎞⎠TankETW ⎛⎝⋅1.784 10 4 ⎞⎠lbf
≔A =⋅⎛
⎝
D
((2
⎞
⎠
2
π 44.179 ft 2 Base Area
≔Pgravity =――Wtotal
A 403.872 psf Base Pressure Due to Gravity
Overturning Check Due to Self-Weight (Gravity-Only)
≔CG =―H
2 3.625 ft Center of Gravity (CG, full tank)
Resisting Moment Due to Weight
≔Mresisting =⋅Wtotal ―D
2 6.691 10 4 ⎞⎠ft·lbf
≔Moverturning =⋅Wtotal 1 ft ⎛⎝⋅1.784 10 4 ⎞⎠ft·lbf
Factor of Safety Against Self-Weight Overturning
≔FS1 =―――――Mresisting
Moverturning 3.75
check_FS1 =if FS1 1 “pass” “fail”“pass”
The tank is very stable against overturning due to its own weight alone
Seismic Overturning Stability Analysis for the Tank
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Seismic Overturning Stability Analysis for the Tank
≔I 1 Importance Factor
SDS 1.15
R 3
Cs =――SDS
―R
I
0.383 Seismic Response Coefficient
Seismic Force Calculation
Fs =⋅Cs Wtotal ⎛⎝⋅6.84 10 3 ⎞⎠lbf
Overturning Moment Calculation
≔Moverturning1 =⋅⋅Fs ―2
3 H ⎛⎝⋅3.306 10 4 ⎞⎠ft·lbf
Resisting Moment Calculation
≔FS2 =――――――Mresisting
Moverturning1 2.024
check_FS2 =if FS1 1 “pass” “fail”“pass”
he tank is stable against seismic overturning at this location.
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overturning calculations 345-gallon water tank
≔D 4.33 ft Tank Diameter
≔H 4.82 ft Tank Height
≔TankETW 100 lbf Empty Tank Weight
≔WaterD 62.4 pcf Water Density
≔TankWC =345 gal 46.12 ft 3 Water Capacity
≔WFrame 200 lbf Frame Weight
≔Wtotal =++⎛⎝⋅TankWC WaterD⎞⎠TankETW WFrame ⎛⎝⋅3.178 10 3 ⎞⎠lbf
≔A =⋅⎛
⎝
D
((2
⎞
⎠
2
π 14.725 ft 2 Base Area
≔Pgravity =――Wtotal
A 215.81 psf Base Pressure Due to Gravity
Overturning Check Due to Self-Weight (Gravity-Only)
≔CG =―H
2 2.41 ft Center of Gravity (CG, full tank)
Resisting Moment Due to Weight
≔Mresisting =⋅Wtotal ―D
2 6.88 10 3 ⎞⎠ft·lbf
≔Moverturning =⋅Wtotal 1 ft ⎛⎝⋅3.178 10 3 ⎞⎠ft·lbf
Factor of Safety Against Self-Weight Overturning
≔FS1 =―――――Mresisting
Moverturning 2.165
check_FS1 =if FS1 1 “pass” “fail”“pass”
The tank is very stable against overturning due to its own weight alone
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Seismic Overturning Stability Analysis for the Tank
≔I 1 Importance Factor
SDS 1.15
R 3
Cs =――SDS
―R
I
0.383 Seismic Response Coefficient
Seismic Force Calculation
Fs =⋅Cs Wtotal ⎛⎝⋅1.218 10 3 ⎞⎠lbf
Overturning Moment Calculation
≔Moverturning1 =⋅⋅Fs ―2
3 H ⎛⎝⋅3.914 10 3 ⎞⎠ft·lbf
Resisting Moment Calculation
≔FS2 =――――――Mresisting
Moverturning1 1.758
check_FS2 =if FS1 1 “pass” “fail”“pass”
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Since the FS is high, anchoring is still recommended in seismic zones for additional safety.
Based on the revised anchor bolt configuration (16 bolts total, 4 per column):
≔Fshear 285.05 lbf Lateral Load (Shear)
≔FCompression 4230.2 lbf Maximum Compression Load
≔Fuplift 4230 lbf Maximum Uplift Load per Bolt
Hilti ⌀1/2 in Kwik Bolt TZ2 - CS with 2.5 in nominal embedment depth per ICC-ES ESR-4266
Ridge connection welding check AISC 360-16
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Hilti PROFIS Engineering 3.1.11
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PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
1
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Concrete - Mar 4, 2025 (1)
Page:
Specifier:
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Date:
1
3/6/2025
Specifier's comments:
1 Input data
Anchor type and diameter: Kwik Bolt TZ2 - CS 1/2 (2) hnom2
Item number: 2210254 KB-TZ2 1/2x3 3/4
Specification text: Hilti Æ 1/2 in Kwik Bolt TZ2 - CS with 2.5 in
nominal embedment depth per ICC-ES
ESR-4266 , Hammer drill bit installation per
MPII,
Effective embedment depth: hef,act = 2.000 in., hnom = 2.500 in.
Material: Carbon Steel
Evaluation Service Report: ESR-4266
Issued I Valid: 10/1/2024 | 12/1/2025
Proof: Design Method ACI 318-19 / Mech
Shear edge breakout verification: Row closest to edge (Case 3 only from ACI 318-19 Fig. R.17.7.2.1b)
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.375 in.
Anchor plateR : lx x ly x t = 6.000 in. x 6.000 in. x 0.375 in.; (Recommended plate thickness: not calculated)
Profile: Round HSS (AISC), HSS1.9X.188; (L x W x T) = 1.900 in. x 1.900 in. x 0.188 in.
Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 420.000 in.
Installation: Hammer drilled hole, Installation condition: Dry
Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
R - The anchor calculation is based on a rigid anchor plate assumption.
Geometry [in.] & Loading [lb, in.lb]
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2
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Address:
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2
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1.1 Design results
Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%]
1 Combination 1 N = 4,230; Vx = 0; Vy = 286;
Mx = 0; My = 0; Mz = 0;
no 79
Tension
1 2
3 4
x
y2 Load case/Resulting anchor forces
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 1,057 72 0 72
2 1,057 72 0 72
3 1,057 72 0 72
4 1,057 72 0 72
Max. concrete compressive strain: - [‰]
Max. concrete compressive stress: - [psi]
Resulting tension force in (x/y)=(0.000/0.000): 4,230 [lb]
Resulting compression force in (x/y)=(-/-): 0 [lb]
Anchor forces are calculated based on the assumption of a rigid anchor plate.
3 Tension load
Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status
Steel Strength*1,057 8,433 13 OK
Pullout Strength*N/A N/A N/A N/A
Concrete Breakout Failure**4,230 5,362 79 OK
* highest loaded anchor **anchor group (anchors in tension)
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3
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Address:
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3.1 Steel Strength
Nsa = ESR value refer to ICC-ES ESR-4266
f Nsa ³ Nua ACI 318-19 Table 17.5.2
Variables
Ase,N [in.2]futa [psi]
0.10 114,004
Calculations
Nsa [lb]
11,244
Results
Nsa [lb]f steel f Nsa [lb]Nua [lb]
11,244 0.750 8,433 1,057
3.2 Concrete Breakout Failure
Ncbg = (ANc
ANc0)y ec,N y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1b)
f Ncbg ³ Nua ACI 318-19 Table 17.5.2
ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
ANc0 = 9 h2
ef ACI 318-19 Eq. (17.6.2.1.4)
y ec,N = (1
1 + 2 e'
N
3 hef
)£1.0 ACI 318-19 Eq. (17.6.2.3.1)
y ed,N = 0.7 + 0.3 (ca,min
1.5hef)£1.0 ACI 318-19 Eq. (17.6.2.4.1b)
y cp,N = MAX(ca,min
cac
, 1.5hef
cac
)£1.0 ACI 318-19 Eq. (17.6.2.6.1b)
Nb = kc l a √f'
c h1.5
ef ACI 318-19 Eq. (17.6.2.2.1)
Variables
hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.]y c,N
2.000 0.000 0.000 ∞1.000
cac [in.]kc l a f'
c [psi]
5.500 21 1.000 2,500
Calculations
ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [lb]
100.00 36.00 1.000 1.000 1.000 1.000 2,970
Results
Ncbg [lb]f concrete f Ncbg [lb]Nua [lb]
8,250 0.650 5,362 4,230
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4
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Address:
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4 Shear load
Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status
Steel Strength*72 3,599 2 OK
Steel failure (with lever arm)*N/A N/A N/A N/A
Pryout Strength**286 5,775 5 OK
Concrete edge failure in direction **N/A N/A N/A N/A
* highest loaded anchor **anchor group (relevant anchors)
When the input edge distance is set to "infinity", edge breakout verification is not performed in that direction
4.1 Steel Strength
Vsa = ESR value refer to ICC-ES ESR-4266
f Vsteel ³ Vua ACI 318-19 Table 17.5.2
Variables
Ase,V [in.2]futa [psi]
0.10 114,004
Calculations
Vsa [lb]
5,537
Results
Vsa [lb]f steel f Vsa [lb]Vua [lb]
5,537 0.650 3,599 72
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5
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4.2 Pryout Strength
Vcpg = kcp [(ANc
ANc0)y ec,N y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1b)
f Vcpg ³ Vua ACI 318-19 Table 17.5.2
ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
ANc0 = 9 h2
ef ACI 318-19 Eq. (17.6.2.1.4)
y ec,N = (1
1 + 2 e'
N
3 hef
)£ 1.0 ACI 318-19 Eq. (17.6.2.3.1)
y ed,N = 0.7 + 0.3 (ca,min
1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b)
y cp,N = MAX(ca,min
cac
, 1.5hef
cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b)
Nb = kc l a √f'
c h1.5
ef ACI 318-19 Eq. (17.6.2.2.1)
Variables
kcp hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.]
1 2.000 0.000 0.000 ∞
y c,N cac [in.]kc l a f'
c [psi]
1.000 5.500 21 1.000 2,500
Calculations
ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [lb]
100.00 36.00 1.000 1.000 1.000 1.000 2,970
Results
Vcpg [lb]f concrete f Vcpg [lb]Vua [lb]
8,250 0.700 5,775 286
5 Combined tension and shear loads, per ACI 318-19 section 17.8
bN bV z Utilization bN,V [%]Status
0.789 0.050 5/3 69 OK
bNV = bz
N + bz
V <= 1
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6
Company:
Address:
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6 Warnings
• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C,
EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the
anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates
the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The
proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for
agreement with the existing conditions and for plausibility!
• The equations presented in this report are based on imperial units. When inputs are displayed in metric units, the user should be aware that the
equations remain in their imperial format.
• Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential
concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout
or pryout strength governs.
• Refer to the manufacturer's product literature for cleaning and installation instructions.
• For additional information about ACI 318 strength design provisions, please go to
https://viewer.joomag.com/profis-design-guide-us-en-summer-2021/0841849001625154758?short&/
• Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI
318-19, Section 26.7.
Fastening meets the design criteria!
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PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
7
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Address:
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Design:
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Coordinates Anchor [in.]
Anchor x y c-x c+x c-y c+y
1 -2.000 -2.000 - - - -
2 2.000 -2.000 - - - -
3 -2.000 2.000 - - - -
4 2.000 2.000 - - - -
7 Installation data
Anchor type and diameter: Kwik Bolt TZ2 - CS 1/2 (2)
hnom2
Profile: Round HSS (AISC), HSS1.9X.188; (L x W x T) = 1.900 in. x 1.900 in. x
0.188 in.
Item number: 2210254 KB-TZ2 1/2x3 3/4
Hole diameter in the fixture: df = 0.562 in. Maximum installation torque: 602 in.lb
Plate thickness (input): 0.375 in. Hole diameter in the base material: 0.500 in.
Recommended plate thickness: not calculated Hole depth in the base material: 2.750 in.
Drilling method: Hammer drilled Minimum thickness of the base material: 4.000 in.
Cleaning: Manual cleaning of the drilled hole according to instructions for use is
required.
Hilti Æ 1/2 in Kwik Bolt TZ2 - CS with 2.5 in nominal embedment depth per ICC-ES ESR-4266 , Hammer drill bit installation per MPII
7.1 Recommended accessories
Drilling Cleaning Setting
• Suitable Rotary Hammer
• Properly sized drill bit
• Manual blow-out pump • Torque controlled cordless impact tool
• Torque wrench
• Hammer
1 2
3 4
x
y
3.000 3.000
1.000 4.000 1.000
1.
0
0
0
4.
0
0
0
1.
0
0
0
3.
0
0
0
3.
0
0
0
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8
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8 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and
security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly
complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.
Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to
compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific
application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the
regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use
the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each
case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data
or programs, arising from a culpable breach of duty by you.
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Ridge connection welding check AISC 360-16
Welding type : Fillet weld The frame column can be connected to the base plate
Welded Connection
INPUT DATA :
≔θ 0 °angle between the line of action of the required force and the
weld longitudinal axis, degrees
≔Lw 3 in weld length
≔Sw ―1
4 in weld size
≔t1 0.375 in part 1 thickness
≔t2 0.375 in part 2 thickness
≔FEXX 60 ksi welding material strength
≔fu 58 ksi Ultimate for base metal
≔fy 36 ksi Yield for base metal
≔Ω 2.00 Safety factor ASD
Loads :
M ⋅0 kip ft Moment z-z LC 3
≔cy =――Lw
2 1.5 in the distance of the farthest point on the weld line to the
center line of weld
≔Ix =―――⋅Sw Lw
3
12 0.563 in 4 Moment of Inertia of Weld Line
≔Fmy =――⋅M cy
Ix
0 ksi Stress Due to Moment (Elastic Method AISC Manual 14)
≔Fx =―――286 lbf
⋅Sw Lw
0.381 ksi
Max. Shear Force
≔Fy =―――286 lbf
⋅Sw Lw
0.381 ksi
≔=‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾+⎛⎝x⎞⎠2 ⎛⎝+Fmy Fy⎞⎠2 0.539 ksi Resultant Stresses Acting on the Weld
MINIMUM SIZE OF FILLET WELD :
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≔F =‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾+⎛⎝Fx⎞⎠2 ⎛⎝+Fmy Fy⎞⎠2 0.539 ksi
MINIMUM SIZE OF FILLET WELD :
≔tmin =min ⎛⎝,t1 t2⎞⎠0.375 in
≔Smin =|
|
tmin 0.25 in
‖
‖
1
8 in
<≤0.25 in tmin 0.5 in
‖
‖
3
16 in
<≤0.5 in tmin 0.75 in
‖
‖
1
4 in
‖
‖
5
16 in
0.188 in Table J2.4
=if Sw Smin “ok” “not.ok”“ok”
Lmin =‖
‖
|
|
|
|
Lw ⋅4 Sw
‖‖⋅0.25 Lw
|
|
Lw ⋅4 Sw
‖‖Lw
3 in 2b.(C)
=if Lmin Lw “ok” “not.ok”“ok”
WELD METAL STRENGTH :
Fnw =⋅⋅⋅0.6 FEXX ――1
2
1 0.5 sin θ))
1.5⎞⎠25.456 ksi Eq.J2-4
≔β =
|
|
Lw
Sw
100
‖
‖
1.2 0.002 ⎛
⎝
Lw
Sw
⎞
⎠
1.0
1 Eq.J2-1
Rn1 =⋅Fnw β 25.456 ksi Eq.J2-3
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≔Rn1 =⋅Fnw β 25.456 ksi Eq.J2-3
=if ⎛
⎝
Rn1
Ω F “ok” “not.ok”⎞
⎠“ok”
BASE METAL STRENGTH :
Rn2 =⋅0.6 fu 34.8 ksi
Eq.J2-2
=if ⎛
⎝
Rn2
Ω F “ok” “not.ok”⎞
⎠“ok”
Structural Calculations for L4x4x3/8 Steel Angle Design for Seismic Roof Curb
Support
(12.5-Ton RTU)17 of 89
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Structural Calculations for L4x4x3/8 Steel Angle Design for Seismic Roof Curb
Support
(12.5-Ton RTU)
≔WRTU 25000 lbf RTU Weight
≔H 5 ft RTU Height
≔W 4.5 ft RTU Width
≔I 1 Importance Factor
SDS 1.15
R 3
Cs =――SDS
―R
I
0.383 Seismic Response Coefficient
Seismic Base Shear
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Seismic Base Shear
≔Fs =⋅Cs WRTU ⎛⎝⋅9.583 10 3 ⎞⎠lbf
Overturning Moment Calculation
≔MSeimic =⋅⋅―Fs
4
2
3 H ⎛⎝⋅7.986 10 3 ⎞⎠ft·lbf
Resisting Moment Due to RTU Weight
≔Mresisting =⋅WRTU ―W
2 5.625 10 4 ⎞⎠ft·lbf
≔FS3 =―――Mresisting
MSeimic
7.043
check_FS3 =if FS3 1.5 “pass” “fail”“pass”
Steel Angle Strength Check
Panagle =+6250 lbf 2395.83 lbf ⎛⎝⋅8.646 10 3 ⎞⎠lbf
Using 2-L4x4x3/8 Steel Angle (AISC Standard)
≔Fy 36 ksi Yield strength
≔S 3 in 3 Elastic Section Modulus
≔Mn =((⋅Fy S))9 ft·kip Moment Capacity
≔check_MomentCapacity =if Mn MSeimic “pass” “fail”“pass”
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Anchor Bolts connection detail
DPS Series 500 wall
≔WWall 525 lbf Total Gravity Load on Wall H=10ft,W=3.5ft
Wall Density=15lbf/ft3
≔VWall =⋅Cs WWall 201.25 lbf Total Seismic Load
≔FBolt =――WWall
2 262.5 lbf
≔Vbolt =――VWall
2 100.625 lbf
≔FTotal =+FBolt Vbolt 363.125 lbf
Bolt Spacing: 23 inches center-to-center is ok
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Bolt Spacing: 23 inches center-to-center is ok
Edge Distance 6 inches is OK
Barrier Design between The Tank area and hallway
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1
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Specifier's comments:
1 Input data
Anchor type and diameter: KWIK HUS-EZ (KH-EZ) (Carbon Steel) 3/8 (1 5/8)
Item number: 418055 KH-EZ 3/8"x1 7/8"
Specification text: Hilti Æ 3/8 in KWIK HUS-EZ (KH-EZ) (Carbon
Steel) with 1.625 in nominal embedment depth
per ICC-ES ESR-3027 , Hammer drill bit
installation per MPII,
Effective embedment depth: hef,act = 1.110 in., hnom = 1.625 in.
Material: Carbon Steel
Evaluation Service Report: ESR-3027
Issued I Valid: 12/1/2023 | 12/1/2025
Proof: Design Method ACI 318-19 / Mech
Shear edge breakout verification: Row closest to edge (Case 3 only from ACI 318-19 Fig. R.17.7.2.1b)
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.118 in.
Anchor plateR : lx x ly x t = 5.000 in. x 42.000 in. x 0.118 in.; (Recommended plate thickness: not calculated)
Profile: no profile
Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 6.000 in.
Installation: Hammer drilled hole, Installation condition: Dry
Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
R - The anchor calculation is based on a rigid anchor plate assumption.
Geometry [in.] & Loading [lb, in.lb]
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1.1 Design results
Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%]
1 Combination 1 N = 263; Vx = 101; Vy = 0;
Mx = 0; My = 0; Mz = 0;
no 66
Tension
Compression
1 2
3 4
x
y2 Load case/Resulting anchor forces
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 22 3 0 3
2 22 3 0 -3
3 127 50 50 3
4 127 50 50 -3
Max. concrete compressive strain: 0.00 [‰]
Max. concrete compressive stress: 11 [psi]
Resulting tension force in (x/y)=(-0.000/4.671): 298 [lb]
Resulting compression force in (x/y)=(-0.000/-20.562): 35 [lb]
Anchor forces are calculated based on the assumption of a rigid anchor plate.
3 Tension load
Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status
Steel Strength*127 5,980 3 OK
Pullout Strength*127 518 25 OK
Concrete Breakout Failure**298 455 66 OK
* highest loaded anchor **anchor group (anchors in tension)
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3.1 Steel Strength
Nsa = ESR value refer to ICC-ES ESR-3027
f Nsa ³ Nua ACI 318-19 Table 17.5.2
Variables
Ase,N [in.2]futa [psi]
0.09 106,225
Calculations
Nsa [lb]
9,200
Results
Nsa [lb]f steel f Nsa [lb]Nua [lb]
9,200 0.650 5,980 127
3.2 Pullout Strength
Npn,f'
c
= Np,2500 l a (fc'/2500)0.5 refer to ICC-ES ESR-3027
f Npn,f'
c
³Nua ACI 318-19 Table 17.5.2
Variables
f'
c [psi]l a Np,2500 [lb]
3,000 1.000 728
Calculations
(fc'/2500)0.5
1.095
Results
Npn,f'
c
[lb]f concrete
f Npn,f'
c
[lb]Nua [lb]
797 0.650 518 127
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3.3 Concrete Breakout Failure
Ncbg = (ANc
ANc0)y ec,N y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1b)
f Ncbg ³ Nua ACI 318-19 Table 17.5.2
ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
ANc0 = 9 h2
ef ACI 318-19 Eq. (17.6.2.1.4)
y ec,N = (1
1 + 2 e'
N
3 hef
)£1.0 ACI 318-19 Eq. (17.6.2.3.1)
y ed,N = 0.7 + 0.3 (ca,min
1.5hef)£1.0 ACI 318-19 Eq. (17.6.2.4.1b)
y cp,N = MAX(ca,min
cac
, 1.5hef
cac )£1.0 ACI 318-19 Eq. (17.6.2.6.1b)
Nb = kc l a √f'
c h1.5
ef ACI 318-19 Eq. (17.6.2.2.1)
Variables
hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.]y c,N
1.110 0.000 8.171 6.000 1.000
cac [in.]kc l a f'
c [psi]
2.630 17 1.000 3,000
Calculations
ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [lb]
42.16 11.09 1.000 0.169 1.000 1.000 1,089
Results
Ncbg [lb]f concrete f Ncbg [lb]Nua [lb]
701 0.650 455 298
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4 Shear load
Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status
Steel Strength*50 2,202 3 OK
Steel failure (with lever arm)*N/A N/A N/A N/A
Pryout Strength**101 367 28 OK
Concrete edge failure in direction y-**101 2,828 4 OK
* highest loaded anchor **anchor group (relevant anchors)
When the input edge distance is set to "infinity", edge breakout verification is not performed in that direction
4.1 Steel Strength
Vsa = ESR value refer to ICC-ES ESR-3027
f Vsteel ³ Vua ACI 318-19 Table 17.5.2
Variables
Ase,V [in.2]futa [psi]
0.09 106,225
Calculations
Vsa [lb]
3,670
Results
Vsa [lb]f steel f Vsa [lb]Vua [lb]
3,670 0.600 2,202 50
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4.2 Pryout Strength
Vcpg = kcp [(ANc
ANc0)y ec,N y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1b)
f Vcpg ³ Vua ACI 318-19 Table 17.5.2
ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
ANc0 = 9 h2
ef ACI 318-19 Eq. (17.6.2.1.4)
y ec,N = (1
1 + 2 e'
N
3 hef
)£1.0 ACI 318-19 Eq. (17.6.2.3.1)
y ed,N = 0.7 + 0.3 (ca,min
1.5hef)£1.0 ACI 318-19 Eq. (17.6.2.4.1b)
y cp,N = MAX(ca,min
cac
, 1.5hef
cac )£1.0 ACI 318-19 Eq. (17.6.2.6.1b)
Nb = kc l a √f'
c h1.5
ef ACI 318-19 Eq. (17.6.2.2.1)
Variables
kcp hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.]
1 1.110 0.000 11.500 6.000
y c,N cac [in.]kc l a f'
c [psi]
1.000 2.630 17 1.000 3,000
Calculations
ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [lb]
42.16 11.09 1.000 0.126 1.000 1.000 1,089
Results
Vcpg [lb]f concrete f Vcpg [lb]Vua [lb]
524 0.700 367 101
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4.3 Concrete edge failure in direction y-
Vcbg = (AVc
AVc0)y ec,V y ed,V y c,V y h,V y parallel,V Vb ACI 318-19 Eq. (17.7.2.1b)
f Vcbg ³ Vua ACI 318-19 Table 17.5.2
AVc see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b)*
AVc0 = 4.5 c2
a1 ACI 318-19 Eq. (17.7.2.1.3)
y ec,V = (1
1 + e'
v
1.5ca1
)£1.0 ACI 318-19 Eq. (17.7.2.3.1)
y ed,V = 0.7 + 0.3(ca2
1.5ca1)£1.0 ACI 318-19 Eq. (17.7.2.4.1b)
y h,V = √1.5ca1
ha
³ 1.0 ACI 318-19 Eq. (17.7.2.6.1)
Vb = (7 (le
da)0.2
√da)l a √f'
c c1.5
a1 ACI 318-19 Eq. (17.7.2.2.1a)
Variables
ca1 [in.]ca2 [in.]ecV [in.]y c,V ha [in.]
6.000 -0.096 1.000 6.000
le [in.]l a da [in.]f'
c [psi]y parallel,V
1.110 1.000 0.375 3,000 1.000
Calculations
AVc [in.2]AVc0 [in.2]y ec,V y ed,V y h,V Vb [lb]
126.00 162.00 0.989 1.000 1.225 4,287
Results
Vcbg [lb]f concrete f Vcbg [lb]Vua [lb]
4,041 0.700 2,828 101
*Anchor row defined by: Anchor 1, 2; Case 3 controls
When the input edge distance is set to "infinity", edge breakout verification is not performed in that direction
5 Combined tension and shear loads, per ACI 318-19 section 17.8
bN bV z Utilization bN,V [%]Status
0.654 0.276 5/3 61 OK
bNV = bz
N + bz
V <= 1
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6 Warnings
• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C,
EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the
anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates
the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The
proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for
agreement with the existing conditions and for plausibility!
• The equations presented in this report are based on imperial units. When inputs are displayed in metric units, the user should be aware that the
equations remain in their imperial format.
• Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential
concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout
or pryout strength governs.
• Refer to the manufacturer's product literature for cleaning and installation instructions.
• For additional information about ACI 318 strength design provisions, please go to
https://viewer.joomag.com/profis-design-guide-us-en-summer-2021/0841849001625154758?short&/
• Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI
318-19, Section 26.7.
Fastening meets the design criteria!
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Coordinates Anchor [in.]
Anchor x y c-x c+x c-y c+y
1 -1.500 -15.000 - - 6.000 36.000
2 1.500 -15.000 - - 6.000 36.000
3 -1.500 8.000 - - 29.000 13.000
4 1.500 8.000 - - 29.000 13.000
7 Installation data
Anchor type and diameter: KWIK HUS-EZ (KH-EZ)
(Carbon Steel) 3/8 (1 5/8)
Profile: no profile Item number: 418055 KH-EZ 3/8"x1 7/8"
Hole diameter in the fixture: df = 0.500 in. Maximum installation torque: 480 in.lb
Plate thickness (input): 0.118 in. Hole diameter in the base material: 0.375 in.
Recommended plate thickness: not calculated Hole depth in the base material: 1.836 in.
Drilling method: Hammer drilled Minimum thickness of the base material: 3.250 in.
Cleaning: Manual cleaning of the drilled hole according to instructions for use is
required.
Hilti Æ 3/8 in KWIK HUS-EZ (KH-EZ) (Carbon Steel) with 1.625 in nominal embedment depth per ICC-ES ESR-3027 , Hammer drill bit installation
per MPII
7.1 Recommended accessories
Drilling Cleaning Setting
• Suitable Rotary Hammer
• Properly sized drill bit
• Manual blow-out pump • Torque wrench
1 2
3 4
x
y
8.
0
0
0
2.5002.500
1.000
3.000
1.000
6.
0
0
0
23
.
0
0
0
13
.
0
0
0
21
.
0
0
0
21
.
0
0
0
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10
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8 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and
security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly
complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.
Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to
compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific
application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the
regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use
the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each
case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data
or programs, arising from a culpable breach of duty by you.
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PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
1
Company:
Address:
Phone I Fax:
Design:
Fastening point:
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Specifier's comments:
1 Input data
Anchor type and diameter: KWIK HUS-EZ (KH-EZ) (Carbon Steel) 3/8 (1 5/8)
Item number: 418055 KH-EZ 3/8"x1 7/8"
Specification text: Hilti Æ 3/8 in KWIK HUS-EZ (KH-EZ) (Carbon
Steel) with 1.625 in nominal embedment depth
per ICC-ES ESR-3027 , Hammer drill bit
installation per MPII,
Effective embedment depth: hef,act = 1.110 in., hnom = 1.625 in.
Material: Carbon Steel
Evaluation Service Report: ESR-3027
Issued I Valid: 12/1/2023 | 12/1/2025
Proof: Design Method ACI 318-19 / Mech
Shear edge breakout verification: Row closest to edge (Case 3 only from ACI 318-19 Fig. R.17.7.2.1b)
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.118 in.
Anchor plateR : lx x ly x t = 5.000 in. x 42.000 in. x 0.118 in.; (Recommended plate thickness: not calculated)
Profile: no profile
Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 6.000 in.
Installation: Hammer drilled hole, Installation condition: Dry
Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
R - The anchor calculation is based on a rigid anchor plate assumption.
Geometry [in.] & Loading [lb, in.lb]
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2
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Address:
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1.1 Design results
Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%]
1 Combination 1 N = 132; Vx = 51; Vy = 0;
Mx = 0; My = 0; Mz = 0;
no 27
Tension
Compression
1 2
3 4
x
y2 Load case/Resulting anchor forces
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 59 25 25 -2
2 59 25 25 2
3 19 2 0 -2
4 19 2 0 2
Max. concrete compressive strain: 0.00 [‰]
Max. concrete compressive stress: 6 [psi]
Resulting tension force in (x/y)=(-0.000/-9.332): 157 [lb]
Resulting compression force in (x/y)=(-0.000/20.392): 25 [lb]
Anchor forces are calculated based on the assumption of a rigid anchor plate.
3 Tension load
Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status
Steel Strength*59 5,980 1 OK
Pullout Strength*59 518 12 OK
Concrete Breakout Failure**157 598 27 OK
* highest loaded anchor **anchor group (anchors in tension)
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3
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3.1 Steel Strength
Nsa = ESR value refer to ICC-ES ESR-3027
f Nsa ³ Nua ACI 318-19 Table 17.5.2
Variables
Ase,N [in.2]futa [psi]
0.09 106,225
Calculations
Nsa [lb]
9,200
Results
Nsa [lb]f steel f Nsa [lb]Nua [lb]
9,200 0.650 5,980 59
3.2 Pullout Strength
Npn,f'
c
= Np,2500 l a (fc'/2500)0.5 refer to ICC-ES ESR-3027
f Npn,f'
c
³Nua ACI 318-19 Table 17.5.2
Variables
f'
c [psi]l a Np,2500 [lb]
3,000 1.000 728
Calculations
(fc'/2500)0.5
1.095
Results
Npn,f'
c
[lb]f concrete
f Npn,f'
c
[lb]Nua [lb]
797 0.650 518 59
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4
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Address:
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3.3 Concrete Breakout Failure
Ncbg = (ANc
ANc0)y ec,N y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1b)
f Ncbg ³ Nua ACI 318-19 Table 17.5.2
ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
ANc0 = 9 h2
ef ACI 318-19 Eq. (17.6.2.1.4)
y ec,N = (1
1 + 2 e'
N
3 hef
)£1.0 ACI 318-19 Eq. (17.6.2.3.1)
y ed,N = 0.7 + 0.3 (ca,min
1.5hef)£1.0 ACI 318-19 Eq. (17.6.2.4.1b)
y cp,N = MAX(ca,min
cac
, 1.5hef
cac )£1.0 ACI 318-19 Eq. (17.6.2.6.1b)
Nb = kc l a √f'
c h1.5
ef ACI 318-19 Eq. (17.6.2.2.1)
Variables
hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.]y c,N
1.110 0.000 5.832 6.000 1.000
cac [in.]kc l a f'
c [psi]
2.630 17 1.000 3,000
Calculations
ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [lb]
42.16 11.09 1.000 0.222 1.000 1.000 1,089
Results
Ncbg [lb]f concrete f Ncbg [lb]Nua [lb]
919 0.650 598 157
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4 Shear load
Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status
Steel Strength*25 2,202 2 OK
Steel failure (with lever arm)*N/A N/A N/A N/A
Pryout Strength**51 367 14 OK
Concrete edge failure in direction y-**51 2,828 2 OK
* highest loaded anchor **anchor group (relevant anchors)
When the input edge distance is set to "infinity", edge breakout verification is not performed in that direction
4.1 Steel Strength
Vsa = ESR value refer to ICC-ES ESR-3027
f Vsteel ³ Vua ACI 318-19 Table 17.5.2
Variables
Ase,V [in.2]futa [psi]
0.09 106,225
Calculations
Vsa [lb]
3,670
Results
Vsa [lb]f steel f Vsa [lb]Vua [lb]
3,670 0.600 2,202 25
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4.2 Pryout Strength
Vcpg = kcp [(ANc
ANc0)y ec,N y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1b)
f Vcpg ³ Vua ACI 318-19 Table 17.5.2
ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
ANc0 = 9 h2
ef ACI 318-19 Eq. (17.6.2.1.4)
y ec,N = (1
1 + 2 e'
N
3 hef
)£1.0 ACI 318-19 Eq. (17.6.2.3.1)
y ed,N = 0.7 + 0.3 (ca,min
1.5hef)£1.0 ACI 318-19 Eq. (17.6.2.4.1b)
y cp,N = MAX(ca,min
cac
, 1.5hef
cac )£1.0 ACI 318-19 Eq. (17.6.2.6.1b)
Nb = kc l a √f'
c h1.5
ef ACI 318-19 Eq. (17.6.2.2.1)
Variables
kcp hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.]
1 1.110 0.000 11.500 6.000
y c,N cac [in.]kc l a f'
c [psi]
1.000 2.630 17 1.000 3,000
Calculations
ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [lb]
42.16 11.09 1.000 0.126 1.000 1.000 1,089
Results
Vcpg [lb]f concrete f Vcpg [lb]Vua [lb]
524 0.700 367 51
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4.3 Concrete edge failure in direction y-
Vcbg = (AVc
AVc0)y ec,V y ed,V y c,V y h,V y parallel,V Vb ACI 318-19 Eq. (17.7.2.1b)
f Vcbg ³ Vua ACI 318-19 Table 17.5.2
AVc see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b)*
AVc0 = 4.5 c2
a1 ACI 318-19 Eq. (17.7.2.1.3)
y ec,V = (1
1 + e'
v
1.5ca1
)£1.0 ACI 318-19 Eq. (17.7.2.3.1)
y ed,V = 0.7 + 0.3(ca2
1.5ca1)£1.0 ACI 318-19 Eq. (17.7.2.4.1b)
y h,V = √1.5ca1
ha
³ 1.0 ACI 318-19 Eq. (17.7.2.6.1)
Vb = (7 (le
da)0.2
√da)l a √f'
c c1.5
a1 ACI 318-19 Eq. (17.7.2.2.1a)
Variables
ca1 [in.]ca2 [in.]ecV [in.]y c,V ha [in.]
6.000 -0.096 1.000 6.000
le [in.]l a da [in.]f'
c [psi]y parallel,V
1.110 1.000 0.375 3,000 1.000
Calculations
AVc [in.2]AVc0 [in.2]y ec,V y ed,V y h,V Vb [lb]
126.00 162.00 0.989 1.000 1.225 4,287
Results
Vcbg [lb]f concrete f Vcbg [lb]Vua [lb]
4,041 0.700 2,828 51
*Anchor row defined by: Anchor 1, 2; Case 3 controls
When the input edge distance is set to "infinity", edge breakout verification is not performed in that direction
5 Combined tension and shear loads, per ACI 318-19 section 17.8
bN bV z Utilization bN,V [%]Status
0.263 0.139 5/3 15 OK
bNV = bz
N + bz
V <= 1
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8
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6 Warnings
• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C,
EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the
anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates
the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The
proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for
agreement with the existing conditions and for plausibility!
• The equations presented in this report are based on imperial units. When inputs are displayed in metric units, the user should be aware that the
equations remain in their imperial format.
• Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential
concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout
or pryout strength governs.
• Refer to the manufacturer's product literature for cleaning and installation instructions.
• For additional information about ACI 318 strength design provisions, please go to
https://viewer.joomag.com/profis-design-guide-us-en-summer-2021/0841849001625154758?short&/
• Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI
318-19, Section 26.7.
Fastening meets the design criteria!
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9
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Coordinates Anchor [in.]
Anchor x y c-x c+x c-y c+y
1 -1.500 -15.000 - - 6.000 36.000
2 1.500 -15.000 - - 6.000 36.000
3 -1.500 8.000 - - 29.000 13.000
4 1.500 8.000 - - 29.000 13.000
7 Installation data
Anchor type and diameter: KWIK HUS-EZ (KH-EZ)
(Carbon Steel) 3/8 (1 5/8)
Profile: no profile Item number: 418055 KH-EZ 3/8"x1 7/8"
Hole diameter in the fixture: df = 0.500 in. Maximum installation torque: 480 in.lb
Plate thickness (input): 0.118 in. Hole diameter in the base material: 0.375 in.
Recommended plate thickness: not calculated Hole depth in the base material: 1.836 in.
Drilling method: Hammer drilled Minimum thickness of the base material: 3.250 in.
Cleaning: Manual cleaning of the drilled hole according to instructions for use is
required.
Hilti Æ 3/8 in KWIK HUS-EZ (KH-EZ) (Carbon Steel) with 1.625 in nominal embedment depth per ICC-ES ESR-3027 , Hammer drill bit installation
per MPII
7.1 Recommended accessories
Drilling Cleaning Setting
• Suitable Rotary Hammer
• Properly sized drill bit
• Manual blow-out pump • Torque wrench
1 2
3 4
x
y
15
.
0
0
0
2.5002.500
1.000
3.000
1.000
6.
0
0
0
23
.
0
0
0
13
.
0
0
0
21
.
0
0
0
21
.
0
0
0
40 of 89
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10
Company:
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Design:
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|
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8 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and
security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly
complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.
Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to
compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific
application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the
regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use
the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each
case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data
or programs, arising from a culpable breach of duty by you.
41 of 89
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Barrier Design between The Tank area and hallway
Applicable Standards
OSHA 1910.36
NFPA 101
ADA Compliance (Ensure minimum 36” clear pedestrian path)
Material & Dimensions
ASTM A36 Steel
4.5 inches (Schedule 40)
Wall Thickness: 0.237inches
Height Above Ground: 42 inches (3’-6”)
Spacing: 48 inches (4’-0”) on center (O.C.)
Finish: Powder-coated yellow (visibility) or galvanized (corrosion resistance)
Top Rail: 4” x 2” Rectangular Tube, 0.25” Wall Thickness
Pedestrian Safety Impact
≔FIF 1000 lbf Impact Force (OSHA & NFPA)
≔h 42 in Height Above Ground
≔MIF =⋅FIF h ⎛⎝⋅3.5 10 3 ⎞⎠ft·lbf Moment Capacity
≔DIA 4.5 in Pipe Diameter
≔t 0.237 in Wall Thickness
≔d =-DIA ⋅2 t 4.026 in inner diameter
≔IMOI =⋅―π
64 DIA 4 d 4 ⎞⎠7.233 in 4 Moment of Inertia
≔c =――DIA
2 2.25 in
≔S =――IMOI
c 3.214 in 3 Section Modulus
≔Fy 36000 psi
≔Mn =⋅Fy S ⎛⎝⋅9.643 10 3 ⎞⎠ft·lbf Nominal Moment Capacity
≔Ma =――Mn
1.5 6.429 10 3 ⎞⎠ft·lbf Allowable Moment Capacity
=if Ma MIF “ok” “not.ok”“ok”
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=if Ma MIF “ok” “not.ok”“ok”
Check the base plate and anchor bolt strength for a pedestrian safety barrier
=FIF ⎛⎝⋅1 10 3 ⎞⎠lbf Impact Force (OSHA & NFPA)
≔L 48 in Spacing: 48 inches (4’-0”) on center
(O.C.)
≔MColumn =⋅FIF
⎛
⎝
L
2
⎞
⎠2.4 10 4 ⎞⎠in·lbf The maximum moment at
each column
≔RColumn =――FIF
2 500 lbf impact force for two columns, the
vertical reaction per column
Anchor Bolt 4-3/8'' KWIK HUS-EZ (KH-EZ) Carbon Steel EMBED 2.5in
Base Plate Dimensions 8x8x0.25 each Column
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1
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Specifier's comments:
1 Input data
Anchor type and diameter: KWIK HUS-EZ (KH-EZ) (Carbon Steel) 3/8 (3 1/4)
Item number: 418058 KH-EZ 3/8"x3 1/2"
Specification text: Hilti Æ 3/8 in KWIK HUS-EZ (KH-EZ) (Carbon
Steel) with 3.25 in nominal embedment depth
per ICC-ES ESR-3027 , Hammer drill bit
installation per MPII,
Effective embedment depth: hef,act = 2.500 in., hnom = 3.250 in.
Material: Carbon Steel
Evaluation Service Report: ESR-3027
Issued I Valid: 12/1/2023 | 12/1/2025
Proof: Design Method ACI 318-19 / Mech
Shear edge breakout verification: Row closest to edge (Case 3 only from ACI 318-19 Fig. R.17.7.2.1b)
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in.
Anchor plateR : lx x ly x t = 8.000 in. x 8.000 in. x 0.250 in.; (Recommended plate thickness: not calculated)
Profile: Round HSS (AISC), HSS4-1/2X.237; (L x W x T) = 4.500 in. x 4.500 in. x 0.237 in.
Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 420.000 in.
Installation: Hammer drilled hole, Installation condition: Dry
Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Application also possible with KWIK-X (Carbon Steel) 3/8 (3) hnom2 under the selected boundary conditions.
More information in section Alternative fastening data of this report.
R - The anchor calculation is based on a rigid anchor plate assumption.
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Geometry [in.] & Loading [lb, in.lb]
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1.1 Design results
Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%]
1 Combination 1 N = 500; Vx = 0; Vy = 0;
Mx = 24,000; My = 0; Mz = 0;
no 100
Tension
Compression
1 2
3 4
x
y2 Load case/Resulting anchor forces
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 0 0 0 0
2 0 0 0 0
3 1,955 0 0 0
4 1,955 0 0 0
Max. concrete compressive strain: 0.16 [‰]
Max. concrete compressive stress: 708 [psi]
Resulting tension force in (x/y)=(0.000/3.000): 3,910 [lb]
Resulting compression force in (x/y)=(0.000/-3.599): 3,410 [lb]
Anchor forces are calculated based on the assumption of a rigid anchor plate.
3 Tension load
Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status
Steel Strength*1,955 6,718 30 OK
Pullout Strength*N/A N/A N/A N/A
Concrete Breakout Failure**3,910 3,931 100 OK
* highest loaded anchor **anchor group (anchors in tension)
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4
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3.1 Steel Strength
Nsa = ESR value refer to ICC-ES ESR-3027
f Nsa ³ Nua ACI 318-19 Table 17.5.2
Variables
Ase,N [in.2]futa [psi]
0.09 120,300
Calculations
Nsa [lb]
10,335
Results
Nsa [lb]f steel f Nsa [lb]Nua [lb]
10,335 0.650 6,718 1,955
3.2 Concrete Breakout Failure
Ncbg = (ANc
ANc0)y ec,N y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1b)
f Ncbg ³ Nua ACI 318-19 Table 17.5.2
ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
ANc0 = 9 h2
ef ACI 318-19 Eq. (17.6.2.1.4)
y ec,N = (1
1 + 2 e'
N
3 hef
)£1.0 ACI 318-19 Eq. (17.6.2.3.1)
y ed,N = 0.7 + 0.3 (ca,min
1.5hef)£1.0 ACI 318-19 Eq. (17.6.2.4.1b)
y cp,N = MAX(ca,min
cac
, 1.5hef
cac
)£1.0 ACI 318-19 Eq. (17.6.2.6.1b)
Nb = kc l a √f'
c h1.5
ef ACI 318-19 Eq. (17.6.2.2.1)
Variables
hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.]y c,N
2.500 0.000 0.000 ∞1.000
cac [in.]kc l a f'
c [psi]
3.750 17 1.000 2,500
Calculations
ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [lb]
101.25 56.25 1.000 1.000 1.000 1.000 3,360
Results
Ncbg [lb]f concrete f Ncbg [lb]Nua [lb]
6,048 0.650 3,931 3,910
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4 Shear load
Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status
Steel Strength*N/A N/A N/A N/A
Steel failure (with lever arm)*N/A N/A N/A N/A
Pryout Strength*N/A N/A N/A N/A
Concrete edge failure in direction **N/A N/A N/A N/A
* highest loaded anchor **anchor group (relevant anchors)
When the input edge distance is set to "infinity", edge breakout verification is not performed in that direction
5 Warnings
• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C,
EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the
anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates
the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The
proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for
agreement with the existing conditions and for plausibility!
• The equations presented in this report are based on imperial units. When inputs are displayed in metric units, the user should be aware that the
equations remain in their imperial format.
• Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential
concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout
or pryout strength governs.
• Refer to the manufacturer's product literature for cleaning and installation instructions.
• For additional information about ACI 318 strength design provisions, please go to
https://viewer.joomag.com/profis-design-guide-us-en-summer-2021/0841849001625154758?short&/
• Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI
318-19, Section 26.7.
Fastening meets the design criteria!
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6
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Coordinates Anchor [in.]
Anchor x y c-x c+x c-y c+y
1 -3.000 -3.000 - - - -
2 3.000 -3.000 - - - -
3 -3.000 3.000 - - - -
4 3.000 3.000 - - - -
6 Installation data
Anchor type and diameter: KWIK HUS-EZ (KH-EZ)
(Carbon Steel) 3/8 (3 1/4)
Profile: Round HSS (AISC), HSS4-1/2X.237; (L x W x T) = 4.500 in. x 4.500 in.
x 0.237 in.
Item number: 418058 KH-EZ 3/8"x3 1/2"
Hole diameter in the fixture: df = 0.500 in. Maximum installation torque: 480 in.lb
Plate thickness (input): 0.250 in. Hole diameter in the base material: 0.375 in.
Recommended plate thickness: not calculated Hole depth in the base material: 3.500 in.
Drilling method: Hammer drilled Minimum thickness of the base material: 4.750 in.
Cleaning: Manual cleaning of the drilled hole according to instructions for use is
required.
Hilti Æ 3/8 in KWIK HUS-EZ (KH-EZ) (Carbon Steel) with 3.25 in nominal embedment depth per ICC-ES ESR-3027 , Hammer drill bit installation
per MPII
6.1 Recommended accessories
Drilling Cleaning Setting
• Suitable Rotary Hammer
• Properly sized drill bit
• Manual blow-out pump • Torque wrench
1 2
3 4
x
y
4.000 4.000
1.000 6.000 1.000
1.
0
0
0
6.
0
0
0
1.
0
0
0
4.
0
0
0
4.
0
0
0
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7
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7 Alternative fastening
7.1 Alternative fastening data
Anchor type and diameter: KWIK-X (Carbon Steel) 3/8 (3) hnom2
Item number: 418058 KH-EZ 3/8"x3 1/2" (element) / 2346659 KHC 3/8"
LARGE (capsule)
Specification text: Hilti Æ 3/8 in KWIK HUS-EZ (KH-EZ) (Carbon Steel) with 3.25 in nominal embedment depth per ICC-ES
ESR-3027 , Hammer drill bit installation per MPII,
Effective embedment depth: hef,opti = 3.000 in. (hef,limit = 4.500 in.), hnom = 3.000 in.
Material: Carbon Steel
Evaluation Service Report: ESR-5065
Issued I Valid: 12/1/2023 | 12/1/2025
Proof: Design Method ACI 318-19 / Chem
Shear edge breakout verification: Row closest to edge (Case 3 only from ACI 318-19 Fig. R.17.7.2.1b)
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in.
Anchor plateR : lx x ly x t = 8.000 in. x 8.000 in. x 0.250 in.; (Recommended plate thickness: not calculated)
Profile: Round HSS (AISC), HSS4-1/2X.237; (L x W x T) = 4.500 in. x 4.500 in. x 0.237 in.
Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 420.000 in., Temp. short/long: 32/32 °F
Installation: Hammer drilled hole, Installation condition: Dry
Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Max. Utilization with KWIK-X (Carbon Steel) 3/8 (3) hnom2: 82 %
Fastening meets the design criteria!
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8
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7.2 Installation data
Anchor type and diameter: KWIK-X (Carbon Steel) 3/8 (3)
hnom2
Profile: Round HSS (AISC), HSS4-1/2X.237; (L x W x T) = 4.500 in. x 4.500 in.
x 0.237 in.
Item number: 418058 KH-EZ 3/8"x3 1/2" (element) /
2346659 KHC 3/8" LARGE (capsule)
Hole diameter in the fixture: df = 0.500 in. Maximum installation torque: -
Plate thickness (input): 0.250 in. Hole diameter in the base material: 0.375 in.
Recommended plate thickness: not calculated Hole depth in the base material: 4.250 in.
Drilling method: Hammer drilled Minimum thickness of the base material: 5.500 in.
Cleaning: No cleaning of the drilled hole is required
Hilti Æ 3/8 in KWIK-X (Carbon Steel) with KH-EZ with KHC 3/8" LARGE with 3.000039 in nominal embedment depth per ICC-ES ESR-5065,
Hammer drill bit installation per MPII
7.2.1 Recommended accessories
Drilling Cleaning Setting
• Suitable Rotary Hammer
• Properly sized drill bit
• No accessory required • SIW 6-A22 Impact Screw Driver
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8 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and
security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly
complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.
Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to
compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific
application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the
regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use
the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each
case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data
or programs, arising from a culpable breach of duty by you.
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Dead Load
≔DL 10 psf Dead Load
Roof Load
≔RLL 20 psf Considered Roof Live Load
Table 4.3.1 (ASCE 7-22)Wind Load
Wind Exposure: C
≔Vult 95 mph ≔Vasd =⋅Vult ‾‾‾0.6 73.59 mph
≔V =Vult 95 mph Wind Speed
≔B 14.6 ft Horizontal dimension of building, (measured normal to wind direction)
≔L 4 ft Horizontal dimension of building, (measured parallel to wind direction)
≔h =96 in 8 ft Mean roof height, except that eave height shall be used
for degrees≤θ 10
≔Kz 0.85 Velocity Pressure Exposure Coefficient (Table 26.10-1 of ASCE 7-22)
Kzt 1 Topographic Factor (Section 26.8.2 of ASCE 7-22)
Kd 0.85 Wind Directionality Factor (Table 26.6-1 of ASCE 7-22)
G 0.85 Gust factor (Section 26.11.1 of ASCE 7-22)
GCpi_P 0.18 Internal pressure coefficient (Positive); Table 26.13-1 of ASCE 7-22
GCpi_N -0.18 Internal pressure coefficient (Negative); Table 26.13-1 of ASCE 7-22
qz =⋅⋅⋅⋅0.00256 psf
mph 2 Kz Kzt Kd V 2 16.69 psf
=―L
B 0.27 h
L 2
External pressure coefficient (Cp)
≔
Cp_WW_Wall
Cp_LW_Wall
Cp_SideWall
Cp_WW_Roof_1
Cp_WW_Roof_2
Cp_LW_Roof
⎡
⎣
⎤
⎦
0.8
-0.5
-0.7
-1.3
-0.18
-0.6
⎡
⎣
⎤
⎦
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ASCE 7-16 (Figure 27.3-1)
≔
Cp_WW_Wall
Cp_LW_Wall
Cp_SideWall
Cp_WW_Roof_1
Cp_WW_Roof_2
Cp_LW_Roof
⎡
⎣
⎤
⎦
0.8
-0.5
-0.7
-1.3
-0.18
-0.6
⎡
⎣
⎤
⎦
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≔
PWW_Wall_1
PLW_Wall_1
PSideWall_1
PWW_Roof_1
PLW_Roof_1
⎡
⎣
⎤
⎦
qz
⎛
⎝
Cp_WW_Wall
Cp_LW_Wall
Cp_SideWall
Cp_WW_Roof_1
Cp_LW_Roof
⎡
⎣
⎤
⎦
G GCpi_P
⎞
⎠
8.35
-10.1
-12.94
-21.45
-11.52
⎡
⎣
⎤
⎦
psf
≔
PWW_Wall_2
PLW_Wall_2
PSideWall_2
PWW_Roof_2
PLW_Roof_2
⎡
⎣
⎤
⎦
qz
⎛
⎝
Cp_WW_Wall
Cp_LW_Wall
Cp_SideWall
Cp_WW_Roof_2
Cp_LW_Roof
⎡
⎣
⎤
⎦
G GCpi_P
⎞
⎠
8.35
-10.1
-12.94
-5.56
-11.52
⎡
⎣
⎤
⎦
psf
≔
PWW_Wall_3
PLW_Wall_3
PSideWall_3
PWW_Roof_3
PLW_Roof_3
⎡
⎣
⎤
⎦
qz
⎛
⎝
Cp_WW_Wall
Cp_LW_Wall
Cp_SideWall
Cp_WW_Roof_1
Cp_LW_Roof
⎡
⎣
⎤
⎦
G GCpi_N
⎞
⎠
14.36
-4.09
-6.93
-15.44
-5.51
⎡
⎣
⎤
⎦
psf
≔
PWW_Wall_4
PLW_Wall_4
PSideWall_4
PWW_Roof_4
PLW_Roof_4
⎡
⎣
⎤
⎦
qz
⎛
⎝
Cp_WW_Wall
Cp_LW_Wall
Cp_SideWall
Cp_WW_Roof_2
Cp_LW_Roof
⎡
⎣
⎤
⎦
G GCpi_N
⎞
⎠
14.36
-4.09
-6.93
0.45
-5.51
⎡
⎣
⎤
⎦
psf
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Earthquake load
General Input
USGS-Provided output
≔Ss 1.45 g ≔SMS 1.72 g
≔S1 0.48 g ≔SDS 1.15 g
≔Fv 2.4 Table 11.4-2, ASCE 7-16; for soil site class D
Sm1 1.16 g Eq:11.4-2; ASCE 7-16
≔SD1 0.78 g Eq:11.4-4; ASCE 7-16
Seismic design category: D
≔R 3.5 The Response Modification factor
(Table 12.2-1; ASCE 7-16)
I 1.0 The Occupancy Importance Factor
ρ 1.0 Sec. 12.3.4; ASCE 7-16
Seismic Response Coefficient
Cs =――SDS
―R
I
0.33 g ASCE 7-16; Equation 12.8-2
Approximate Fundamental Period
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Approximate Fundamental Period
≔Ct 0.028 ASCE 7-16: Table 12.8-2
hn 6.3 ft
≔x 0.8 ASCE 7-16: Table 12.8-2
Ta =⎛⎝⋅Ct hn
x ⎞⎠0.12
Fundamental Period
Cu 1.4 ASCE 7-16: Table 12.8-1
T =⋅Cu Ta 0.17
TL 8 ASCE 7-16: Figure 22-14
Ts =――SD1
SDS
0.678
if T ⋅1.5 Ts “Cs according to eq 12.8-2” “not okay”“Cs according to eq 12.8-2”
Maximum seismic response coefficient
Cs_max =if ⎛
⎝
T TL ―――⋅SD1 1
T ⎛
⎝
R
I
⎞
⎠
SD1 TL 1
T 2 ⎛
⎝
R
I
⎞
⎠
⎞
⎠
1.304 g
Minimum seismic response coefficient
≔Cs_min =0.5 S1
―R
I
2.21 ft
s 2
=if Cs_max Cs Cs_min “OK” “NOT OK”“OK”
Weight of the Structure
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Weight of the Structure
≔SL 0 psf Snow Load
≔RLL 20 psf Roof live load
≔DL 5 psf Dead load
≔TL =+DL max 0.2 SL ⋅0.25 RLL))10 psf
≔W =⋅⋅L B TL 584 lbf Effective seismic weight
Base Shear
≔Cs 0.33
V =⋅Cs W 192.72 lbf
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:
:
:
:
DOTec Corp.
MA
B2411094_000
RL Construction
Checked By : ALG
3/6/2025
1:15:55 PM
RISA-3D Version 22 [ Risa_01.r3d ]
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:
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:
DOTec Corp.
MA
B2411094_000
RL Construction
Checked By : ALG
3/6/2025
1:15:55 PM
RISA-3D Version 22 [ Risa_01.r3d ]
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DOTec Corp.
MA
B2411094_000
RL Construction
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3/6/2025
1:15:55 PM
RISA-3D Version 22 [ Risa_01.r3d ]
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DOTec Corp.
MA
B2411094_000
RL Construction
Checked By : ALG
3/6/2025
1:15:55 PM
RISA-3D Version 22 [ Risa_01.r3d ]
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DOTec Corp.
MA
B2411094_000
RL Construction
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3/6/2025
1:15:55 PM
RISA-3D Version 22 [ Risa_01.r3d ]
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DOTec Corp.
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B2411094_000
RL Construction
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3/6/2025
1:15:55 PM
RISA-3D Version 22 [ Risa_01.r3d ]
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DOTec Corp.
MA
B2411094_000
RL Construction
Checked By : ALG
3/6/2025
1:15:55 PM
RISA-3D Version 22 [ Risa_01.r3d ]
65 of 89
3201 S Halladay St
5/5/2025
Company
Designer
Job Number
Model Name
:
:
:
:
DOTec Corp.
MA
B2411094_000
RL Construction
Checked By : ALG
3/6/2025
1:15:55 PM
RISA-3D Version 22 [ Risa_01.r3d ]
66 of 89
3201 S Halladay St
5/5/2025
Company
Designer
Job Number
Model Name
:
:
:
:
DOTec Corp.
MA
B2411094_000
RL Construction
Checked By : ALG
3/6/2025
1:15:55 PM
RISA-3D Version 22 [ Risa_01.r3d ]
67 of 89
3201 S Halladay St
5/5/2025
Company
Designer
Job Number
Model Name
:
:
:
:
DOTec Corp.
MA
B2411094_000
RL Construction
Checked By : ALG
3/6/2025
1:15:55 PM
RISA-3D Version 22 [ Risa_01.r3d ]
Member Area Loads (BLC 1 : DL)
Node ANode BNode CNode DDirection Load Direction A Magnitude [psf] B Magnitude [psf] C Magnitude [psf] D Magnitude [psf] Exclude Braces
1 N4 N3 N7 N8 Y Two Way -5 -5 -5 -5 Yes
Member Area Loads (BLC 3 : RLL)
Node ANode BNode CNode DDirection Load Direction A Magnitude [psf] B Magnitude [psf] C Magnitude [psf] D Magnitude [psf] Exclude Braces
1 N1 N2 N3 Y Two Way 0 0 0 Yes
2 N4 N3 N7 N8 Y Two Way -20 -20 -20 -20 Yes
Member Area Loads (BLC 7 : WN1)
Node ANode BNode CNode DDirection Load Direction A Magnitude [psf] B Magnitude [psf] C Magnitude [psf] D Magnitude [psf] Exclude Braces
1 N4 N3 N1 N2 Z Two Way -15 -15 -15 -15 Yes
2 N6 N8 N7 N5 Z Two Way -12 -12 -12 -12 Yes
3 N2 N4 N8 N6 X Two Way 12 12 12 12 Yes
4 N3 N1 N5 N7 X Two Way -12 -12 -12 -12 Yes
5 N3 N7 N8 N4 Y Two Way 12 12 12 12 Yes
Member Area Loads (BLC 13 : EX)
Node ANode BNode CNode DDirection Load Direction A Magnitude [psf] B Magnitude [psf] C Magnitude [psf] D Magnitude [psf] Exclude Braces
1 N3 N7 N8 N4 X Two Way -3.2 -3.2 -3.2 -3.2 Yes
Member Area Loads (BLC 14 : EZ)
Node ANode BNode CNode DDirection Load Direction A Magnitude [psf] B Magnitude [psf] C Magnitude [psf] D Magnitude [psf] Exclude Braces
1 N3 N7 N8 N4 Z Two Way -3.2 -3.2 -3.2 -3.2 Yes
Masonry Properties
Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Self Weight [k/ft³] f'm [ksi] Flex Steel [ksi] Shear Steel [ksi]
1 Concrete Matl 1350 540 0.25 0.6 Custom 1.5 60 60
2 Clay Matl 1050 420 0.25 0.6 Custom 1.5 60 60
3 Gen Masonry 1050 420 0.25 0.6 0.08 1.5 60 60
Hot Rolled Steel Properties
Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Yield [ksi] Ry Fu [ksi] Rt
1 A992 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1
2 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2
3 A572 Gr.50 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1
4 A500 Gr.B RND 29000 11154 0.3 0.65 0.527 42 1.4 58 1.3
5 A500 Gr.B Rect 29000 11154 0.3 0.65 0.527 46 1.4 58 1.3
6 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2
7 A1085 29000 11154 0.3 0.65 0.49 50 1.25 65 1.15
8 A913 Gr.65 29000 11154 0.3 0.65 0.49 65 1.1 80 1.1
Member Primary Data
Label I Node J Node Rotate(deg) Section/Shape Type Design List Material Design Rule
1 M9 N28 N21 HSS4X4X1/8''Beam BAR A500 Gr.B Rect Typical
2 M10 N27 N22 HSS4X4X1/8''Beam BAR A500 Gr.B Rect Typical
3 M11 N26 N23 HSS4X4X1/8''Beam BAR A500 Gr.B Rect Typical
68 of 89
3201 S Halladay St
5/5/2025
Company
Designer
Job Number
Model Name
:
:
:
:
DOTec Corp.
MA
B2411094_000
RL Construction
Checked By : ALG
3/6/2025
1:15:55 PM
RISA-3D Version 22 [ Risa_01.r3d ]
Member Primary Data (Continued)
Label I Node J Node Rotate(deg) Section/Shape Type Design List Material Design Rule
4 M12 N25 N24 HSS4X4X1/8''Beam BAR A500 Gr.B Rect Typical
5 M13 N8 N7 HSS4X4X1/8''Beam BAR A500 Gr.B Rect Typical
6 M14 N4 N8 90 HSS6X4X3/16 Beam Tube A500 Gr.B Rect Typical
7 M15 N7 N3 90 HSS6X4X3/16 Beam Tube A500 Gr.B Rect Typical
8 M16 N3 N4 270 L2.5X2.5X3/16 Beam BAR A36 Gr.36 Typical
Wall Panel Data
Label A Node B Node C Node D Node Material Type Material Set Thickness [in] Design Rule Panel/Spacing
1 WP1 N3 N1 N2 N4 Masonry Concrete Matl 8 Typical 32
2 WP2 N2 N4 N8 N6 Masonry Concrete Matl 8 Typical 32
3 WP3 N1 N3 N7 N5 Masonry Concrete Matl 8 Typical 32
Masonry Wall Reinforcement
Wall Region Hor. Bar Size Vert. Bar Size Boundary Reinf.
1 WP1 R1 #4@120in oc #4@32" oc (ctr)1-#4
2 WP2 R1 Not Reqd.#4@32" oc (ctr)1-#4
3 WP3 R1 Not Reqd.#4@32" oc (ctr)1-#4
69 of 89
3201 S Halladay St
5/5/2025
Detail Report: WP1
Masonry Wall
R1
N2 N1
N4 N3
12
0
i
n
175 in
CRITERIA
Code:TMS 402-16: ASD
Special Insp:No
Design Rule:Typical
Seismic Design
Rule:
Ordinary
Wall Area:NCMA
Transfer In?:No
Transfer Out?:No
K:1
Use Cracked?:Yes
In Icr Factor:0.5
Out Icr Factor:0.5
Custom Regions:No
MATERIALS
Material Type:Masonry
Material Set:Concrete Matl
Masonry f'm (ksi):1.5
Masonry Em (ksi):1350
Steel fy (ksi):60
Steel E (ksi):29000
Block Material:Conc 115 pcf
Grout Weight:140 pcf
Mortar Type:Type M or S
Cement Type:Portland, Lime/
Mortar
GEOMETRY
Total Height (in):120
Total Length (in):175
Total Lintel Depth (in):16
Block Nom Width:8"
Block Grouting:Fully Grouted
1.5 Shear Factor:No
REGION RESULTS
Region UC Max In Plane LC UC Shear In Plane LC
UC Max Out
Plane LC
UC Shear Out
Plane LC
R1 0.037 55 0.039 63 0.145 3 0.006 56
REINFORCEMENT RESULTS
Region Vertical Reinforcement Horizontal Reinforcement Boundary Reinforcement
R1 #4@32" oc ctr #4@120in oc 1-#4 ctr
Detail Report: WP1 (In-Plane, Region R1)
CRITERIA
Code:TMS 402-16: ASD
Special Insp:No
Wall Area:NCMA
Hor Bar Size:#4
Vert Bar Size:#4
No of Ten Bars:1
Effective Depth
(in):
175
MATERIALS
Masonry f'm (ksi):1.5
Masonry Em (ksi):1350
Steel fy (ksi):60
Steel E (ksi):29000
Block Material:Conc 115 pcf
Grout Weight:140 pcf
Wall Dead Wt
(psf):
78
GEOMETRY
Total Height (in):120
Total Length (in):175
Block Grouting:Fully Grouted
Grout/Bar Spacing:32"
Block Nom Width:8"
1.5 Shear Factor:No
ENVELOPE DIAGRAMS
Max: 15.632 at 0 in
Min: -0.212 at 120 in
P
k
Max: 3.791 at 0 in
Min: 0.135 at 120 in
V
k
Max: 0.011 at 0 in
Min: -15.478 at 0 in
M
k-ft
WARNING
Program does not design masonry wall for axial tension.
DESIGN DETAILS AT GOVERNING SECTION
AXIAL DETAILS
fa/Fa:0.037
fa (ksi):0.012
Fa (ksi):0.318
Axial (k):15.632
Location (in):0
Load Comb:56
Rad gyration r (in):2.2
h'/r:54.545
Red Factor R:0.848
BENDING DETAILS
(fa + fb)/Fb:0.02
fb (ksi):0.005
Fb (ksi):0.675
fs/Fs:0
fs (ksi):0
Fs (ksi):32
Moment (k-ft):15.475
Location (in):0
Load Comb:55
Sect Mod S (in ):3 3.892e+04
Tension St Asv (in ):2 0.1963
Per of steel p:0.0001471
k*d (in):13.37
j:1
SHEAR DETAILS
fv/Fv:0.039
fv (ksi):0.003
Fv (ksi):0.073
Fvm (ksi):0.069
Fvs (ksi):0.003
Fv max (ksi):0.115
Shear (k):3.791
Location (in):0
Load Comb:63
Corresponding M (k-
ft):
15.478
Corresponding P (k):6.891
M / (V*d):0.28
Shear St Area (in ):2 0.196
Shear Spacing (in):120
Peri of Bars (in):1.571
Gammag:1
CROSS SECTION DETAILING
(1
)
#
4
e
a
.
c
e
l
l
(1
)
T
o
t
8
7.
6
2
5
Horizontal reinforcement required at a max 120in oc
NOTE: All units are in "in."
Detail Report: WP1 (Out-of-Plane, Region R1)
CRITERIA
Code:TMS 402-16: ASD
Special Insp:No
Wall Area:NCMA
Type of Design:ASD
Reinforced:Yes
Vertical Bar Size:#4
MATERIALS
Masonry f'm (ksi):1.5
Masonry Em (ksi):1350
Steel fy (ksi):60
Steel E (ksi):29000
Block Material:Conc 115 pcf
Grout Weight:140 pcf
Wall Dead Wt
(psf):
78
Mortar Type:Type M or S
Cement Type:Portland, Lime/
Mortar
GEOMETRY
Total Height (in):120
Eq Sld Thickness:7.625"
An (in /in):2 7.625
Block Grouting:Fully Grouted
Grout/Bar Spacing:32"
Loc of r/f:Center
ENVELOPE DIAGRAMS
Max: 0.089 at 0 in
Min: -0.001 at 120 in
P
k/in
V
k/in
M
k-ft/in
WARNING
Program does not design masonry wall for axial tension.
DESIGN DETAILS
AXIAL DETAILS
fa/Fa:0.037
fa (ksi):0.012
Fa (ksi):0.318
Max Axial (k/in):0.089
Location (in):0
Load Comb:56
Rad gyration r (in):2.2
h'/r:54.545
BENDING DETAILS
(fa + fb) / Fb:0.097
fb (ksi):0.065
Fb (ksi):0.675
fs/Fs:0.145
fs (ksi):4.644
Fs (ksi):32
M (k-ft/in):0.008
Location (in):120
Load Comb:3
k:0.231
d (in):3.812
j:0.923
SHEAR DETAILS
fv/Fv (ksi):0.006
fv (ksi):0.0004275
Fv (ksi):0.077
Fv max (ksi):0.116
V (k/in):0.003
Location (in):0
Load Comb:56
Width for Shear (in):32
Corresponding M (k-ft/
in):
1.616e-6
Corresponding P (k/in):0.089
M / (V*d):0.002
Gammag:1
CROSS SECTION DETAILING
#4 @ 32
3.
8
1
2
7.
6
2
5
NOTE: All units are in "in."
z
x
Detail Report: WP1 (Region R1)
SEISMIC DETAILING
AT OPENINGS:
Min. Vert. Bar at Wall Openings (Section 7.3.2.3.1):1-#4 within 16 in each side of openings N/A
Min. Hori. Bar at Wall Openings (Section 7.3.2.3.1):1-#4 at top and bottom of openings N/A
AT WALL EDGE:
Min. Vert. Bar at Wall Edge (Section 7.3.2.3.1):1-#4 within 8 in of wall ends PASS
AT TOP OF WALL:
Min. Hori. Bar at Top of Wall (Section 7.3.2.3.1):1-#4 within 16 in of top of wall PASS
HORIZONTAL REINFORCEMENT:
Min. Hori. Bar Size (Section 7.3.2.3.1):#4 (0.196 sq. in)PASS
Max Hori. Bar Spacing (Section 7.3.2.3.1):120 in PASS
VERTICAL REINFORCEMENT:
Min. Vert. Bar Size (Section 7.3.2.3.1):#4 (0.196 sq. in)PASS
Max Vert. Bar Spacing (Section 7.3.2.3.1):120 in PASS
MORTAR CHECK:
Mortar Check (Section 7.4.4.2.2):Mortar Type M or S cement lime or mortar cement PASS
*No checks are provided for seismic detailing requirements at roof and floor diaphragms, at wall corners,
for dowels or through control joints. Additional requirements may apply for seismic design categories
D, E and F. Refer to TMS 402 Chapter 7 for additional requirements.
RISA-3D Version 22 [ Risa_01.r3d ]
Company
Designer
Job Number
Model Name
:
:
:
:
DOTec Corp.
MA
B2411094_000
RL Construction
Checked By : ALG
3/6/2025
1:16:14 PM
70 of 89
3201 S Halladay St
5/5/2025
Detail Report: WP1Masonry WallR1N2 N1 N4 N3 120 in 175 inCRITERIACode:TMS 402-16: ASDSpecial Insp:NoDesign Rule:TypicalSeismic DesignRule:OrdinaryWall Area:NCMATransfer In?:NoTransfer Out?:NoK:1Use Cracked?:YesIn Icr Factor:0.5Out Icr Factor:0.5Custom Regions:No MATERIALSMaterial Type:MasonryMaterial Set:Concrete MatlMasonry f'm (ksi):1.5Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfMortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (in):120Total Length (in):175Total Lintel Depth (in):16Block Nom Width:8"Block Grouting:Fully Grouted1.5 Shear Factor:No
REGION RESULTS
Region UC Max In Plane LC UC Shear In Plane LC
UC Max Out
Plane LC
UC Shear Out
Plane LC
R1 0.037 55 0.039 63 0.145 3 0.006 56
REINFORCEMENT RESULTS
Region Vertical Reinforcement Horizontal Reinforcement Boundary Reinforcement
R1 #4@32" oc ctr #4@120in oc 1-#4 ctr
Detail Report: WP1 (In-Plane, Region R1)
CRITERIA
Code:TMS 402-16: ASD
Special Insp:No
Wall Area:NCMA
Hor Bar Size:#4
Vert Bar Size:#4
No of Ten Bars:1
Effective Depth
(in):
175
MATERIALS
Masonry f'm (ksi):1.5
Masonry Em (ksi):1350
Steel fy (ksi):60
Steel E (ksi):29000
Block Material:Conc 115 pcf
Grout Weight:140 pcf
Wall Dead Wt
(psf):
78
GEOMETRY
Total Height (in):120
Total Length (in):175
Block Grouting:Fully Grouted
Grout/Bar Spacing:32"
Block Nom Width:8"
1.5 Shear Factor:No
ENVELOPE DIAGRAMS
Max: 15.632 at 0 in
Min: -0.212 at 120 in
P
k
Max: 3.791 at 0 in
Min: 0.135 at 120 in
V
k
Max: 0.011 at 0 in
Min: -15.478 at 0 in
M
k-ft
WARNING
Program does not design masonry wall for axial tension.
DESIGN DETAILS AT GOVERNING SECTION
AXIAL DETAILS
fa/Fa:0.037
fa (ksi):0.012
Fa (ksi):0.318
Axial (k):15.632
Location (in):0
Load Comb:56
Rad gyration r (in):2.2
h'/r:54.545
Red Factor R:0.848
BENDING DETAILS
(fa + fb)/Fb:0.02
fb (ksi):0.005
Fb (ksi):0.675
fs/Fs:0
fs (ksi):0
Fs (ksi):32
Moment (k-ft):15.475
Location (in):0
Load Comb:55
Sect Mod S (in ):3 3.892e+04
Tension St Asv (in ):2 0.1963
Per of steel p:0.0001471
k*d (in):13.37
j:1
SHEAR DETAILS
fv/Fv:0.039
fv (ksi):0.003
Fv (ksi):0.073
Fvm (ksi):0.069
Fvs (ksi):0.003
Fv max (ksi):0.115
Shear (k):3.791
Location (in):0
Load Comb:63
Corresponding M (k-
ft):
15.478
Corresponding P (k):6.891
M / (V*d):0.28
Shear St Area (in ):2 0.196
Shear Spacing (in):120
Peri of Bars (in):1.571
Gammag:1
CROSS SECTION DETAILING
(1
)
#
4
e
a
.
c
e
l
l
(1
)
T
o
t
8
7.
6
2
5
Horizontal reinforcement required at a max 120in oc
NOTE: All units are in "in."
Detail Report: WP1 (Out-of-Plane, Region R1)
CRITERIA
Code:TMS 402-16: ASD
Special Insp:No
Wall Area:NCMA
Type of Design:ASD
Reinforced:Yes
Vertical Bar Size:#4
MATERIALS
Masonry f'm (ksi):1.5
Masonry Em (ksi):1350
Steel fy (ksi):60
Steel E (ksi):29000
Block Material:Conc 115 pcf
Grout Weight:140 pcf
Wall Dead Wt
(psf):
78
Mortar Type:Type M or S
Cement Type:Portland, Lime/
Mortar
GEOMETRY
Total Height (in):120
Eq Sld Thickness:7.625"
An (in /in):2 7.625
Block Grouting:Fully Grouted
Grout/Bar Spacing:32"
Loc of r/f:Center
ENVELOPE DIAGRAMS
Max: 0.089 at 0 in
Min: -0.001 at 120 in
P
k/in
V
k/in
M
k-ft/in
WARNING
Program does not design masonry wall for axial tension.
DESIGN DETAILS
AXIAL DETAILS
fa/Fa:0.037
fa (ksi):0.012
Fa (ksi):0.318
Max Axial (k/in):0.089
Location (in):0
Load Comb:56
Rad gyration r (in):2.2
h'/r:54.545
BENDING DETAILS
(fa + fb) / Fb:0.097
fb (ksi):0.065
Fb (ksi):0.675
fs/Fs:0.145
fs (ksi):4.644
Fs (ksi):32
M (k-ft/in):0.008
Location (in):120
Load Comb:3
k:0.231
d (in):3.812
j:0.923
SHEAR DETAILS
fv/Fv (ksi):0.006
fv (ksi):0.0004275
Fv (ksi):0.077
Fv max (ksi):0.116
V (k/in):0.003
Location (in):0
Load Comb:56
Width for Shear (in):32
Corresponding M (k-ft/
in):
1.616e-6
Corresponding P (k/in):0.089
M / (V*d):0.002
Gammag:1
CROSS SECTION DETAILING
#4 @ 32
3.
8
1
2
7.
6
2
5
NOTE: All units are in "in."
z
x
Detail Report: WP1 (Region R1)
SEISMIC DETAILING
AT OPENINGS:
Min. Vert. Bar at Wall Openings (Section 7.3.2.3.1):1-#4 within 16 in each side of openings N/A
Min. Hori. Bar at Wall Openings (Section 7.3.2.3.1):1-#4 at top and bottom of openings N/A
AT WALL EDGE:
Min. Vert. Bar at Wall Edge (Section 7.3.2.3.1):1-#4 within 8 in of wall ends PASS
AT TOP OF WALL:
Min. Hori. Bar at Top of Wall (Section 7.3.2.3.1):1-#4 within 16 in of top of wall PASS
HORIZONTAL REINFORCEMENT:
Min. Hori. Bar Size (Section 7.3.2.3.1):#4 (0.196 sq. in)PASS
Max Hori. Bar Spacing (Section 7.3.2.3.1):120 in PASS
VERTICAL REINFORCEMENT:
Min. Vert. Bar Size (Section 7.3.2.3.1):#4 (0.196 sq. in)PASS
Max Vert. Bar Spacing (Section 7.3.2.3.1):120 in PASS
MORTAR CHECK:
Mortar Check (Section 7.4.4.2.2):Mortar Type M or S cement lime or mortar cement PASS
*No checks are provided for seismic detailing requirements at roof and floor diaphragms, at wall corners,
for dowels or through control joints. Additional requirements may apply for seismic design categories
D, E and F. Refer to TMS 402 Chapter 7 for additional requirements.
RISA-3D Version 22 [ Risa_01.r3d ]
Company
Designer
Job Number
Model Name
:
:
:
:
DOTec Corp.
MA
B2411094_000
RL Construction
Checked By : ALG
3/6/2025
1:16:14 PM
71 of 89
3201 S Halladay St
5/5/2025
Detail Report: WP1Masonry WallR1N2 N1 N4 N3 120 in 175 inCRITERIACode:TMS 402-16: ASDSpecial Insp:NoDesign Rule:TypicalSeismic DesignRule:OrdinaryWall Area:NCMATransfer In?:NoTransfer Out?:NoK:1Use Cracked?:YesIn Icr Factor:0.5Out Icr Factor:0.5Custom Regions:No MATERIALSMaterial Type:MasonryMaterial Set:Concrete MatlMasonry f'm (ksi):1.5Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfMortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (in):120Total Length (in):175Total Lintel Depth (in):16Block Nom Width:8"Block Grouting:Fully Grouted1.5 Shear Factor:NoREGION RESULTSRegion UC Max In Plane LC UC Shear In Plane LC UC Max Out Plane LC UC Shear Out Plane LCR10.037 55 0.039 63 0.145 3 0.006 56REINFORCEMENT RESULTSRegion Vertical Reinforcement Horizontal Reinforcement Boundary ReinforcementR1#4@32" oc ctr #4@120in oc 1-#4 ctrDetail Report: WP1 (In-Plane, Region R1)CRITERIACode:TMS 402-16: ASDSpecial Insp:NoWall Area:NCMAHor Bar Size:#4Vert Bar Size:#4No of Ten Bars:1Effective Depth (in):175 MATERIALSMasonry f'm (ksi):1.5Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78GEOMETRYTotal Height (in):120Total Length (in):175Block Grouting:Fully GroutedGrout/Bar Spacing:32"Block Nom Width:8"1.5 Shear Factor:NoENVELOPE DIAGRAMS
Max: 15.632 at 0 in
Min: -0.212 at 120 in
Pk
Max: 3.791 at 0 in
Min: 0.135 at 120 in
Vk
Max: 0.011 at 0 in
Min: -15.478 at 0 in
Mk-ft
WARNING
Program does not design masonry wall for axial tension.
DESIGN DETAILS AT GOVERNING SECTION
AXIAL DETAILS
fa/Fa:0.037
fa (ksi):0.012
Fa (ksi):0.318
Axial (k):15.632
Location (in):0
Load Comb:56
Rad gyration r (in):2.2
h'/r:54.545
Red Factor R:0.848
BENDING DETAILS
(fa + fb)/Fb:0.02
fb (ksi):0.005
Fb (ksi):0.675
fs/Fs:0
fs (ksi):0
Fs (ksi):32
Moment (k-ft):15.475
Location (in):0
Load Comb:55
Sect Mod S (in ):3 3.892e+04
Tension St Asv (in ):2 0.1963
Per of steel p:0.0001471
k*d (in):13.37
j:1
SHEAR DETAILS
fv/Fv:0.039
fv (ksi):0.003
Fv (ksi):0.073
Fvm (ksi):0.069
Fvs (ksi):0.003
Fv max (ksi):0.115
Shear (k):3.791
Location (in):0
Load Comb:63
Corresponding M (k-
ft):
15.478
Corresponding P (k):6.891
M / (V*d):0.28
Shear St Area (in ):2 0.196
Shear Spacing (in):120
Peri of Bars (in):1.571
Gammag:1
CROSS SECTION DETAILING
(1
)
#
4
e
a
.
c
e
l
l
(1
)
To
t
8
7.
6
2
5
Horizontal reinforcement required at a max 120in oc
NOTE: All units are in "in."
Detail Report: WP1 (Out-of-Plane, Region R1)
CRITERIA
Code:TMS 402-16: ASD
Special Insp:No
Wall Area:NCMA
Type of Design:ASD
Reinforced:Yes
Vertical Bar Size:#4
MATERIALS
Masonry f'm (ksi):1.5
Masonry Em (ksi):1350
Steel fy (ksi):60
Steel E (ksi):29000
Block Material:Conc 115 pcf
Grout Weight:140 pcf
Wall Dead Wt
(psf):
78
Mortar Type:Type M or S
Cement Type:Portland, Lime/
Mortar
GEOMETRY
Total Height (in):120
Eq Sld Thickness:7.625"
An (in /in):2 7.625
Block Grouting:Fully Grouted
Grout/Bar Spacing:32"
Loc of r/f:Center
ENVELOPE DIAGRAMS
Max: 0.089 at 0 in
Min: -0.001 at 120 in
P
k/in
V
k/in
M
k-ft/in
WARNING
Program does not design masonry wall for axial tension.
DESIGN DETAILS
AXIAL DETAILS
fa/Fa:0.037
fa (ksi):0.012
Fa (ksi):0.318
Max Axial (k/in):0.089
Location (in):0
Load Comb:56
Rad gyration r (in):2.2
h'/r:54.545
BENDING DETAILS
(fa + fb) / Fb:0.097
fb (ksi):0.065
Fb (ksi):0.675
fs/Fs:0.145
fs (ksi):4.644
Fs (ksi):32
M (k-ft/in):0.008
Location (in):120
Load Comb:3
k:0.231
d (in):3.812
j:0.923
SHEAR DETAILS
fv/Fv (ksi):0.006
fv (ksi):0.0004275
Fv (ksi):0.077
Fv max (ksi):0.116
V (k/in):0.003
Location (in):0
Load Comb:56
Width for Shear (in):32
Corresponding M (k-ft/
in):
1.616e-6
Corresponding P (k/in):0.089
M / (V*d):0.002
Gammag:1
CROSS SECTION DETAILING
#4 @ 32
3.
8
1
2
7.
6
2
5
NOTE: All units are in "in."
z
x
Detail Report: WP1 (Region R1)
SEISMIC DETAILING
AT OPENINGS:
Min. Vert. Bar at Wall Openings (Section 7.3.2.3.1):1-#4 within 16 in each side of openings N/A
Min. Hori. Bar at Wall Openings (Section 7.3.2.3.1):1-#4 at top and bottom of openings N/A
AT WALL EDGE:
Min. Vert. Bar at Wall Edge (Section 7.3.2.3.1):1-#4 within 8 in of wall ends PASS
AT TOP OF WALL:
Min. Hori. Bar at Top of Wall (Section 7.3.2.3.1):1-#4 within 16 in of top of wall PASS
HORIZONTAL REINFORCEMENT:
Min. Hori. Bar Size (Section 7.3.2.3.1):#4 (0.196 sq. in)PASS
Max Hori. Bar Spacing (Section 7.3.2.3.1):120 in PASS
VERTICAL REINFORCEMENT:
Min. Vert. Bar Size (Section 7.3.2.3.1):#4 (0.196 sq. in)PASS
Max Vert. Bar Spacing (Section 7.3.2.3.1):120 in PASS
MORTAR CHECK:
Mortar Check (Section 7.4.4.2.2):Mortar Type M or S cement lime or mortar cement PASS
*No checks are provided for seismic detailing requirements at roof and floor diaphragms, at wall corners,
for dowels or through control joints. Additional requirements may apply for seismic design categories
D, E and F. Refer to TMS 402 Chapter 7 for additional requirements.
RISA-3D Version 22 [ Risa_01.r3d ]
Company
Designer
Job Number
Model Name
:
:
:
:
DOTec Corp.
MA
B2411094_000
RL Construction
Checked By : ALG
3/6/2025
1:16:14 PM
72 of 89
3201 S Halladay St
5/5/2025
Detail Report: WP1Masonry WallR1N2 N1 N4 N3 120 in 175 inCRITERIACode:TMS 402-16: ASDSpecial Insp:NoDesign Rule:TypicalSeismic Design Rule:OrdinaryWall Area:NCMATransfer In?:NoTransfer Out?:NoK:1Use Cracked?:YesIn Icr Factor:0.5Out Icr Factor:0.5Custom Regions:No MATERIALSMaterial Type:MasonryMaterial Set:Concrete MatlMasonry f'm (ksi):1.5Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfMortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (in):120Total Length (in):175Total Lintel Depth (in):16Block Nom Width:8"Block Grouting:Fully Grouted1.5 Shear Factor:NoREGION RESULTSRegion UC Max In Plane LC UC Shear In Plane LC UC Max Out Plane LC UC Shear Out Plane LCR10.037 55 0.039 63 0.145 3 0.006 56REINFORCEMENT RESULTSRegion Vertical Reinforcement Horizontal Reinforcement Boundary ReinforcementR1#4@32" oc ctr #4@120in oc 1-#4 ctrDetail Report: WP1 (In-Plane, Region R1)CRITERIACode:TMS 402-16: ASDSpecial Insp:NoWall Area:NCMAHor Bar Size:#4Vert Bar Size:#4No of Ten Bars:1Effective Depth (in):175 MATERIALSMasonry f'm (ksi):1.5Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78GEOMETRYTotal Height (in):120Total Length (in):175Block Grouting:Fully GroutedGrout/Bar Spacing:32"Block Nom Width:8"1.5 Shear Factor:NoENVELOPE DIAGRAMSMax: 15.632 at 0 inMin: -0.212 at 120 inPk Max: 3.791 at 0 inMin: 0.135 at 120 in Vk Max: 0.011 at 0 inMin: -15.478 at 0 inMk-ftWARNINGProgram does not design masonry wall for axial tension.DESIGN DETAILS AT GOVERNING SECTIONAXIAL DETAILSfa/Fa:0.037fa (ksi):0.012Fa (ksi):0.318 Axial (k):15.632Location (in):0Load Comb:56 Rad gyration r (in):2.2h'/r:54.545Red Factor R:0.848BENDING DETAILS(fa + fb)/Fb:0.02fb (ksi):0.005Fb (ksi):0.675fs/Fs:0fs (ksi):0Fs (ksi):32 Moment (k-ft):15.475Location (in):0Load Comb:55Sect Mod S (in ):3 3.892e+04Tension St Asv (in ):2 0.1963Per of steel p:0.0001471 k*d (in):13.37j:1SHEAR DETAILSfv/Fv:0.039fv (ksi):0.003Fv (ksi):0.073Fvm (ksi):0.069Fvs (ksi):0.003Fv max (ksi):0.115 Shear (k):3.791Location (in):0Load Comb:63Corresponding M (k-ft):15.478Corresponding P (k):6.891M / (V*d):0.28 Shear St Area (in ):2 0.196Shear Spacing (in):120Peri of Bars (in):1.571Gammag:1CROSS SECTION DETAILING (1)#4 ea. cell (1) Tot8 7.625
Horizontal reinforcement required at a max 120in oc
NOTE: All units are in "in."
Detail Report: WP1 (Out-of-Plane, Region R1)
CRITERIA
Code:TMS 402-16: ASD
Special Insp:No
Wall Area:NCMA
Type of Design:ASD
Reinforced:Yes
Vertical Bar Size:#4
MATERIALS
Masonry f'm (ksi):1.5
Masonry Em (ksi):1350
Steel fy (ksi):60
Steel E (ksi):29000
Block Material:Conc 115 pcf
Grout Weight:140 pcf
Wall Dead Wt
(psf):
78
Mortar Type:Type M or S
Cement Type:Portland, Lime/
Mortar
GEOMETRY
Total Height (in):120
Eq Sld Thickness:7.625"
An (in /in):2 7.625
Block Grouting:Fully Grouted
Grout/Bar Spacing:32"
Loc of r/f:Center
ENVELOPE DIAGRAMS
Max: 0.089 at 0 in
Min: -0.001 at 120 in
P
k/in
V
k/in
M
k-ft/in
WARNING
Program does not design masonry wall for axial tension.
DESIGN DETAILS
AXIAL DETAILS
fa/Fa:0.037
fa (ksi):0.012
Fa (ksi):0.318
Max Axial (k/in):0.089
Location (in):0
Load Comb:56
Rad gyration r (in):2.2
h'/r:54.545
BENDING DETAILS
(fa + fb) / Fb:0.097
fb (ksi):0.065
Fb (ksi):0.675
fs/Fs:0.145
fs (ksi):4.644
Fs (ksi):32
M (k-ft/in):0.008
Location (in):120
Load Comb:3
k:0.231
d (in):3.812
j:0.923
SHEAR DETAILS
fv/Fv (ksi):0.006
fv (ksi):0.0004275
Fv (ksi):0.077
Fv max (ksi):0.116
V (k/in):0.003
Location (in):0
Load Comb:56
Width for Shear (in):32
Corresponding M (k-ft/
in):
1.616e-6
Corresponding P (k/in):0.089
M / (V*d):0.002
Gammag:1
CROSS SECTION DETAILING
#4 @ 32
3.
8
1
2
7.
6
2
5
NOTE: All units are in "in."
z
x
Detail Report: WP1 (Region R1)
SEISMIC DETAILING
AT OPENINGS:
Min. Vert. Bar at Wall Openings (Section 7.3.2.3.1):1-#4 within 16 in each side of openings N/A
Min. Hori. Bar at Wall Openings (Section 7.3.2.3.1):1-#4 at top and bottom of openings N/A
AT WALL EDGE:
Min. Vert. Bar at Wall Edge (Section 7.3.2.3.1):1-#4 within 8 in of wall ends PASS
AT TOP OF WALL:
Min. Hori. Bar at Top of Wall (Section 7.3.2.3.1):1-#4 within 16 in of top of wall PASS
HORIZONTAL REINFORCEMENT:
Min. Hori. Bar Size (Section 7.3.2.3.1):#4 (0.196 sq. in)PASS
Max Hori. Bar Spacing (Section 7.3.2.3.1):120 in PASS
VERTICAL REINFORCEMENT:
Min. Vert. Bar Size (Section 7.3.2.3.1):#4 (0.196 sq. in)PASS
Max Vert. Bar Spacing (Section 7.3.2.3.1):120 in PASS
MORTAR CHECK:
Mortar Check (Section 7.4.4.2.2):Mortar Type M or S cement lime or mortar cement PASS
*No checks are provided for seismic detailing requirements at roof and floor diaphragms, at wall corners,
for dowels or through control joints. Additional requirements may apply for seismic design categories
D, E and F. Refer to TMS 402 Chapter 7 for additional requirements.
RISA-3D Version 22 [ Risa_01.r3d ]
Company
Designer
Job Number
Model Name
:
:
:
:
DOTec Corp.
MA
B2411094_000
RL Construction
Checked By : ALG
3/6/2025
1:16:14 PM
73 of 89
3201 S Halladay St
5/5/2025
Detail Report: WP1Masonry WallR1N2 N1 N4 N3 120 in 175 inCRITERIACode:TMS 402-16: ASDSpecial Insp:NoDesign Rule:TypicalSeismic DesignRule:OrdinaryWall Area:NCMATransfer In?:NoTransfer Out?:NoK:1Use Cracked?:YesIn Icr Factor:0.5Out Icr Factor:0.5Custom Regions:No MATERIALSMaterial Type:MasonryMaterial Set:Concrete MatlMasonry f'm (ksi):1.5Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfMortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (in):120Total Length (in):175Total Lintel Depth (in):16Block Nom Width:8"Block Grouting:Fully Grouted1.5 Shear Factor:NoREGION RESULTSRegion UC Max In Plane LC UC Shear In Plane LC UC Max Out Plane LC UC Shear Out Plane LCR10.037 55 0.039 63 0.145 3 0.006 56REINFORCEMENT RESULTSRegion Vertical Reinforcement Horizontal Reinforcement Boundary ReinforcementR1#4@32" oc ctr #4@120in oc 1-#4 ctrDetail Report: WP1 (In-Plane, Region R1)CRITERIACode:TMS 402-16: ASDSpecial Insp:NoWall Area:NCMAHor Bar Size:#4Vert Bar Size:#4No of Ten Bars:1Effective Depth (in):175 MATERIALSMasonry f'm (ksi):1.5Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78GEOMETRYTotal Height (in):120Total Length (in):175Block Grouting:Fully GroutedGrout/Bar Spacing:32"Block Nom Width:8"1.5 Shear Factor:NoENVELOPE DIAGRAMSMax: 15.632 at 0 inMin: -0.212 at 120 inPk Max: 3.791 at 0 inMin: 0.135 at 120 in Vk Max: 0.011 at 0 inMin: -15.478 at 0 inMk-ftWARNINGProgram does not design masonry wall for axial tension.DESIGN DETAILS AT GOVERNING SECTIONAXIAL DETAILSfa/Fa:0.037fa (ksi):0.012Fa (ksi):0.318 Axial (k):15.632Location (in):0Load Comb:56 Rad gyration r (in):2.2h'/r:54.545Red Factor R:0.848BENDING DETAILS(fa + fb)/Fb:0.02fb (ksi):0.005Fb (ksi):0.675fs/Fs:0fs (ksi):0Fs (ksi):32 Moment (k-ft):15.475Location (in):0Load Comb:55Sect Mod S (in ):3 3.892e+04Tension St Asv (in ):2 0.1963Per of steel p:0.0001471 k*d (in):13.37j:1SHEAR DETAILSfv/Fv:0.039fv (ksi):0.003Fv (ksi):0.073Fvm (ksi):0.069Fvs (ksi):0.003Fv max (ksi):0.115 Shear (k):3.791Location (in):0Load Comb:63Corresponding M (k-ft):15.478Corresponding P (k):6.891M / (V*d):0.28 Shear St Area (in ):2 0.196Shear Spacing (in):120Peri of Bars (in):1.571Gammag:1CROSS SECTION DETAILING (1)#4 ea. cell (1) Tot8 7.625Horizontal reinforcement required at a max 120in ocNOTE: All units are in "in."Detail Report: WP1 (Out-of-Plane, Region R1)CRITERIACode:TMS 402-16: ASDSpecial Insp:NoWall Area:NCMAType of Design:ASDReinforced:YesVertical Bar Size:#4 MATERIALSMasonry f'm (ksi):1.5Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78Mortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (in):120Eq Sld Thickness:7.625"An (in /in):2 7.625Block Grouting:Fully GroutedGrout/Bar Spacing:32"Loc of r/f:CenterENVELOPE DIAGRAMS
Max: 0.089 at 0 in
Min: -0.001 at 120 in
P
k/in
V
k/in
M
k-ft/in
WARNING
Program does not design masonry wall for axial tension.
DESIGN DETAILS
AXIAL DETAILS
fa/Fa:0.037
fa (ksi):0.012
Fa (ksi):0.318
Max Axial (k/in):0.089
Location (in):0
Load Comb:56
Rad gyration r (in):2.2
h'/r:54.545
BENDING DETAILS
(fa + fb) / Fb:0.097
fb (ksi):0.065
Fb (ksi):0.675
fs/Fs:0.145
fs (ksi):4.644
Fs (ksi):32
M (k-ft/in):0.008
Location (in):120
Load Comb:3
k:0.231
d (in):3.812
j:0.923
SHEAR DETAILS
fv/Fv (ksi):0.006
fv (ksi):0.0004275
Fv (ksi):0.077
Fv max (ksi):0.116
V (k/in):0.003
Location (in):0
Load Comb:56
Width for Shear (in):32
Corresponding M (k-ft/
in):
1.616e-6
Corresponding P (k/in):0.089
M / (V*d):0.002
Gammag:1
CROSS SECTION DETAILING
#4 @ 32
3.
8
1
2
7.
6
2
5
NOTE: All units are in "in."
z
x
Detail Report: WP1 (Region R1)
SEISMIC DETAILING
AT OPENINGS:
Min. Vert. Bar at Wall Openings (Section 7.3.2.3.1):1-#4 within 16 in each side of openings N/A
Min. Hori. Bar at Wall Openings (Section 7.3.2.3.1):1-#4 at top and bottom of openings N/A
AT WALL EDGE:
Min. Vert. Bar at Wall Edge (Section 7.3.2.3.1):1-#4 within 8 in of wall ends PASS
AT TOP OF WALL:
Min. Hori. Bar at Top of Wall (Section 7.3.2.3.1):1-#4 within 16 in of top of wall PASS
HORIZONTAL REINFORCEMENT:
Min. Hori. Bar Size (Section 7.3.2.3.1):#4 (0.196 sq. in)PASS
Max Hori. Bar Spacing (Section 7.3.2.3.1):120 in PASS
VERTICAL REINFORCEMENT:
Min. Vert. Bar Size (Section 7.3.2.3.1):#4 (0.196 sq. in)PASS
Max Vert. Bar Spacing (Section 7.3.2.3.1):120 in PASS
MORTAR CHECK:
Mortar Check (Section 7.4.4.2.2):Mortar Type M or S cement lime or mortar cement PASS
*No checks are provided for seismic detailing requirements at roof and floor diaphragms, at wall corners,
for dowels or through control joints. Additional requirements may apply for seismic design categories
D, E and F. Refer to TMS 402 Chapter 7 for additional requirements.
RISA-3D Version 22 [ Risa_01.r3d ]
Company
Designer
Job Number
Model Name
:
:
:
:
DOTec Corp.
MA
B2411094_000
RL Construction
Checked By : ALG
3/6/2025
1:16:14 PM
74 of 89
3201 S Halladay St
5/5/2025
Detail Report: WP1Masonry WallR1N2 N1 N4 N3 120 in 175 inCRITERIACode:TMS 402-16: ASDSpecial Insp:NoDesign Rule:TypicalSeismic DesignRule:OrdinaryWall Area:NCMATransfer In?:NoTransfer Out?:NoK:1Use Cracked?:YesIn Icr Factor:0.5Out Icr Factor:0.5Custom Regions:No MATERIALSMaterial Type:MasonryMaterial Set:Concrete MatlMasonry f'm (ksi):1.5Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfMortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (in):120Total Length (in):175Total Lintel Depth (in):16Block Nom Width:8"Block Grouting:Fully Grouted1.5 Shear Factor:NoREGION RESULTSRegion UC Max In Plane LC UC Shear In Plane LC UC Max Out Plane LC UC Shear Out Plane LCR10.037 55 0.039 63 0.145 3 0.006 56REINFORCEMENT RESULTSRegion Vertical Reinforcement Horizontal Reinforcement Boundary ReinforcementR1#4@32" oc ctr #4@120in oc 1-#4 ctrDetail Report: WP1 (In-Plane, Region R1)CRITERIACode:TMS 402-16: ASDSpecial Insp:NoWall Area:NCMAHor Bar Size:#4Vert Bar Size:#4No of Ten Bars:1Effective Depth (in):175 MATERIALSMasonry f'm (ksi):1.5Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78GEOMETRYTotal Height (in):120Total Length (in):175Block Grouting:Fully GroutedGrout/Bar Spacing:32"Block Nom Width:8"1.5 Shear Factor:NoENVELOPE DIAGRAMSMax: 15.632 at 0 inMin: -0.212 at 120 inPk Max: 3.791 at 0 inMin: 0.135 at 120 in Vk Max: 0.011 at 0 inMin: -15.478 at 0 inMk-ftWARNINGProgram does not design masonry wall for axial tension.DESIGN DETAILS AT GOVERNING SECTIONAXIAL DETAILSfa/Fa:0.037fa (ksi):0.012Fa (ksi):0.318 Axial (k):15.632Location (in):0Load Comb:56 Rad gyration r (in):2.2h'/r:54.545Red Factor R:0.848BENDING DETAILS(fa + fb)/Fb:0.02fb (ksi):0.005Fb (ksi):0.675fs/Fs:0fs (ksi):0Fs (ksi):32 Moment (k-ft):15.475Location (in):0Load Comb:55Sect Mod S (in ):3 3.892e+04Tension St Asv (in ):2 0.1963Per of steel p:0.0001471 k*d (in):13.37j:1SHEAR DETAILSfv/Fv:0.039fv (ksi):0.003Fv (ksi):0.073Fvm (ksi):0.069Fvs (ksi):0.003Fv max (ksi):0.115 Shear (k):3.791Location (in):0Load Comb:63Corresponding M (k-ft):15.478Corresponding P (k):6.891M / (V*d):0.28 Shear St Area (in ):2 0.196Shear Spacing (in):120Peri of Bars (in):1.571Gammag:1CROSS SECTION DETAILING (1)#4 ea. cell (1) Tot8 7.625Horizontal reinforcement required at a max 120in ocNOTE: All units are in "in."Detail Report: WP1 (Out-of-Plane, Region R1)CRITERIACode:TMS 402-16: ASDSpecial Insp:NoWall Area:NCMAType of Design:ASDReinforced:YesVertical Bar Size:#4 MATERIALSMasonry f'm (ksi):1.5Masonry Em (ksi):1350Steel fy (ksi):60Steel E (ksi):29000Block Material:Conc 115 pcfGrout Weight:140 pcfWall Dead Wt (psf):78Mortar Type:Type M or SCement Type:Portland, Lime/MortarGEOMETRYTotal Height (in):120Eq Sld Thickness:7.625"An (in /in):2 7.625Block Grouting:Fully GroutedGrout/Bar Spacing:32"Loc of r/f:CenterENVELOPE DIAGRAMSMax: 0.089 at 0 inMin: -0.001 at 120 inPk/in Vk/in Mk-ft/inWARNINGProgram does not design masonry wall for axial tension.DESIGN DETAILSAXIAL DETAILSfa/Fa:0.037fa (ksi):0.012Fa (ksi):0.318 Max Axial (k/in):0.089Location (in):0Load Comb:56 Rad gyration r (in):2.2h'/r:54.545BENDING DETAILS(fa + fb) / Fb:0.097fb (ksi):0.065Fb (ksi):0.675fs/Fs:0.145fs (ksi):4.644Fs (ksi):32 M (k-ft/in):0.008Location (in):120Load Comb:3 k:0.231d (in):3.812j:0.923SHEAR DETAILSfv/Fv (ksi):0.006fv (ksi):0.0004275Fv (ksi):0.077Fv max (ksi):0.116 V (k/in):0.003Location (in):0Load Comb:56Width for Shear (in):32 Corresponding M (k-ft/in):1.616e-6Corresponding P (k/in):0.089M / (V*d):0.002Gammag:1CROSS SECTION DETAILING #4 @ 323.8127.625 NOTE: All units are in "in."z xDetail Report: WP1 (Region R1)SEISMIC DETAILING
AT OPENINGS:
Min. Vert. Bar at Wall Openings (Section 7.3.2.3.1):1-#4 within 16 in each side of openings N/A
Min. Hori. Bar at Wall Openings (Section 7.3.2.3.1):1-#4 at top and bottom of openings N/A
AT WALL EDGE:
Min. Vert. Bar at Wall Edge (Section 7.3.2.3.1):1-#4 within 8 in of wall ends PASS
AT TOP OF WALL:
Min. Hori. Bar at Top of Wall (Section 7.3.2.3.1):1-#4 within 16 in of top of wall PASS
HORIZONTAL REINFORCEMENT:
Min. Hori. Bar Size (Section 7.3.2.3.1):#4 (0.196 sq. in)PASS
Max Hori. Bar Spacing (Section 7.3.2.3.1):120 in PASS
VERTICAL REINFORCEMENT:
Min. Vert. Bar Size (Section 7.3.2.3.1):#4 (0.196 sq. in)PASS
Max Vert. Bar Spacing (Section 7.3.2.3.1):120 in PASS
MORTAR CHECK:
Mortar Check (Section 7.4.4.2.2):Mortar Type M or S cement lime or mortar cement PASS
*No checks are provided for seismic detailing requirements at roof and floor diaphragms, at wall corners,
for dowels or through control joints. Additional requirements may apply for seismic design categories
D, E and F. Refer to TMS 402 Chapter 7 for additional requirements.
RISA-3D Version 22 [ Risa_01.r3d ]
Company
Designer
Job Number
Model Name
:
:
:
:
DOTec Corp.
MA
B2411094_000
RL Construction
Checked By : ALG
3/6/2025
1:16:15 PM
75 of 89
3201 S Halladay St
5/5/2025
Detail Report: M15
Load Combination:Envelope Code check:0.011 (LC 3)
y
z
y
z
x
Input Data
Shape:HSS6X4X3/16
Member Type:Beam
Length (in):48
Material Type:Hot Rolled Steel
Design Rule:Typical
Internal Sections:97
Design Code:AISC 15th (360-16):
ASD
I Node:N7
J Node:N3
I Release:Fixed
J Release:Fixed
I Offset:N/A
J Offset:N/A
T/C Only:Both Way
Material Properties
Material:A500 Gr.B Rect
E (ksi):29000
G (ksi):11154
Nu:0.3
Therm. Coeff. (/1E5
F):
0.65
Density (k/ft ):3 0.527
Fy (ksi):46
R :y 1.4
Fu (ksi):58
R :t 1.3
M15
N7 N3
AISC 15th (360-16): ASD Code Check
Limit State Gov. LC Required Available Unity Check Result
Applied Loading - Bending/Axial 19 ----
Applied Loading - Shear + Torsion 3 ----
Axial Tension Analysis 19 0.059 k 99.675 k --
Axial Compression Analysis 19 0 k 94.072 k --
Flexural Analysis (Strong Axis)19 0.073 k-ft 16.857 k-ft --
Flexural Analysis (Weak Axis)- 0.059 k-ft 12.528 k-ft --
Shear Analysis (Major Axis y)3 0.295 k 33.78 k 0.009 PASS
Shear Analysis (Minor Axis z)3 0.236 k 21.352 k 0.011 PASS
Bending & Axial Interaction Check (UC Bending Max)19 --0.009 PASS
Torsional Analysis 19 0.074 k-ft 11.438 k-ft 0.006 PASS
RISA-3D Version 22 [ Risa_01.r3d ]
Company
Designer
Job Number
Model Name
:
:
:
:
DOTec Corp.
MA
B2411094_000
RL Construction
Checked By : ALG
3/6/2025
1:16:15 PM
76 of 89
3201 S Halladay St
5/5/2025
Detail Report: M12
Load Combination:Envelope Code check:0.054 (LC 19)
y
z
y
z
x
Input Data
Shape:HSS4X4X1/8''
Member Type:Beam
Length (in):48
Material Type:Hot Rolled Steel
Design Rule:Typical
Internal Sections:97
Design Code:AISC 15th (360-16):
ASD
I Node:N25
J Node:N24
I Release:Fixed
J Release:Fixed
I Offset:N/A
J Offset:N/A
T/C Only:Both Way
Material Properties
Material:A500 Gr.B Rect
E (ksi):29000
G (ksi):11154
Nu:0.3
Therm. Coeff. (/1E5
F):
0.65
Density (k/ft ):3 0.527
Fy (ksi):46
R :y 1.4
Fu (ksi):58
R :t 1.3
M12
N25 N24
AISC 15th (360-16): ASD Code Check
Limit State Gov. LC Required Available Unity Check Result
Applied Loading - Bending/Axial 19 ----
Applied Loading - Shear + Torsion 3 ----
Axial Tension Analysis 19 0.006 k 53.368 k --
Axial Compression Analysis 19 0 k 50.167 k --
Flexural Analysis (Strong Axis)19 0.167 k-ft 6.355 k-ft --
Flexural Analysis (Weak Axis)- 0.177 k-ft 6.355 k-ft --
Shear Analysis (Major Axis y)3 0.349 k 14.978 k 0.023 PASS
Shear Analysis (Minor Axis z)3 0.22 k 14.978 k 0.015 PASS
Bending & Axial Interaction Check (UC Bending Max)19 --0.054 PASS
Torsional Analysis 19 0.05 k-ft 5.16 k-ft 0.01 PASS
RISA-3D Version 22 [ Risa_01.r3d ]
Company
Designer
Job Number
Model Name
:
:
:
:
DOTec Corp.
MA
B2411094_000
RL Construction
Checked By : ALG
3/6/2025
1:16:16 PM
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Detail Report: M16
Load Combination:Envelope Code check:0.133 (LC 19)
y
z
y
z
x
Input Data
Shape:L2.5X2.5X3/16
Member Type:Beam
Length (in):175
Material Type:Hot Rolled Steel
Design Rule:Typical
Internal Sections:97
Design Code:AISC 15th (360-16):
ASD
I Node:N3
J Node:N4
I Release:Fixed
J Release:Fixed
I Offset:N/A
J Offset:N/A
T/C Only:Both Way
Material Properties
Material:A36 Gr.36
E (ksi):29000
G (ksi):11154
Nu:0.3
Therm. Coeff. (/1E5
F):
0.65
Density (k/ft ):3 0.49
Fy (ksi):36
R :y 1.5
Fu (ksi):58
R :t 1.2
M16
N3 N4
AISC 15th (360-16): ASD Code Check
Limit State Gov. LC Required Available Unity Check Result
Applied Loading - Bending/Axial 19 ----
Applied Loading - Shear + Torsion 3 ----
Axial Tension Analysis 19 0 k 19.423 k --
Axial Compression Analysis 19 0.091 k 1.027 k --
Flexural Analysis (Strong Axis)19 0.022 k-ft 0.783 k-ft --
Flexural Analysis (Weak Axis)- 0.009 k-ft 0.581 k-ft --
Shear Analysis (Major Axis y)3 0.017 k 6.079 k 0.003 PASS
Shear Analysis (Minor Axis z)3 0.051 k 6.079 k 0.008 PASS
Bending & Axial Interaction Check (UC Bending Max)19 --0.133 PASS
RISA-3D Version 22 [ Risa_01.r3d ]
Company
Designer
Job Number
Model Name
:
:
:
:
DOTec Corp.
MA
B2411094_000
RL Construction
Checked By : ALG
3/6/2025
1:16:17 PM
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General Input
slab geometry
≔tslab 10 in slab thickness
wall geometry
≔b 24 in beam/frost wall width
≔h 24 in beam/frost wall depth
≔bw_d 3 in
steel properties
≔fy 60 ksi
concrete properties
≔γc 150 pcf
≔fc'3000 psi
soil properties
≔BC 1500 psf soil bearing capacity
≔FS 3 factor of safety, here taken as 3.0
ks 100 pci modulus of subgrade reaction
≔R1 =0.5 bw_d 1.5 in one-half of width or diameter of base plate
≔Ec 3000 ksi modulus of elasticity of of concrete
≔ft'570 psi tensile strength in flexure concrete (10 to
15% of fc' OR 6(fc')^0.5 to 7(fc')^0.5)
≔β 1 =1 for d<7", =0.85 for d>=7"β β
μ 0.15 Poisson's ratio
FL 0 in Frost depth
Loading
≔w1 18.224 kip Downward force of wall
≔DL 100 lbf
ft 2 Dead Load
≔LL 20 lbf
ft 2 Live Load
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Slab Calculation
Check 1: Load Capacity
≔w2 =+⋅⋅⋅γc 1 ft tslab 1 ft ⋅((+DL LL))1 ft 2 0.245 kip Self weight
≔Papplied =⋅1.4 w2 0.343 kip Total load
≔Pn =⋅⋅⋅1.72 ⎛
⎝
⎛
⎝
ks ―R1
Ec
⎞
⎠
10 4 3.60⎞
⎠
ft' tslab
2 401.964 kip Nominal load carrying capacity of
slab
≔Pa =――Pn
FS 133.988 kip Allowable load carrying capacity of
slab
=if Pa Papplied “OK” “NOT OK”“OK”
Check 2: Average Bearing Capacity of Soil
W1 =―――w1
⋅1 ft b
⎛⎝⋅9.112 10 3 ⎞⎠psf
≔W2 =――w2
1 ft 2 245 psf
≔Wtotal =W2 245 psf
=if Wtotal BC “OK” “NOT OK”“OK”
Check 3: Thickness for Stationary Live Load
treq =⋅⎛
⎝
Wtotal 144
257.876 ft'
⎞
⎠
2
―Ec
ks
0.08335 in
=if treq tslab “OK” “NOT OK”“OK”
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Check 4: Reinforcement Design for slab
≔Mu =――――――――――――⋅⋅((+⋅1.2 100 psf ⋅1.4 20 psf ))((ft))2 ft
8 18.5 ft·lbf
≔ϕ 0.9
d 17 in
≔Areq =―――Mu
⋅⋅ϕ fy d
⎛⎝⋅2.418 10 -4⎞⎠in 2
≔Amin =⋅⋅0.0015 12 in 10 in 0.18 in 2 Control
USE #4 @ 9'' O.C.
≔Aprov 0.267 in 2
=if Aprov Areq “OK” “NOT OK”“OK”
Frost Wall Calculation
Check 1: Frost Depth
FLprov =-h tslab 14 in
=if FL FLprov “OK” “NOT OK”“OK”
Check 2: Load Capacity
w2 =⋅⋅γc h b 600 plf Self weight
≔Papplied =+w2 ――w1
1 ft 18824 plf Total load
≔Pn =⋅⋅⋅1.72 ⎛
⎝
⎛
⎝
ks ―R1
Ec
⎞
⎠
10 4 3.60⎞
⎠
ft' tslab
2 401.964 kip Nominal load carrying capacity of
slab
≔Pa =――Pn
⋅FS b
⎛⎝⋅6.699 10 4 ⎞⎠plf Allowable load carrying capacity of
slab
=if Pa Papplied “OK” “NOT OK”“OK”
Check 3: Wall Depth
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=if Pa Papplied “OK” “NOT OK”“OK”
Check 3: Wall Depth
≔te_req =⋅⋅10 ⎛
⎝
100 pci
ks
⎞
⎠
―2
5
in 10 in
=if te_req h “OK” “NOT OK”“OK”
Check 4: Reinforcement Design
As_req =⋅⋅0.0015 b ⎛⎝--h tslab 3 in⎞⎠0.396 in 2
≔Nprov_bar 2 BarArea 0.2 in 2 2#4 rebar
≔As_prov =⋅Nprov_bar BarArea 0.4 in 2
=if As_req As_prov “OK” “NOT OK”“OK”
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Hilti PROFIS Engineering 3.1.11
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
1
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Masonry - Mar 6, 2025
Page:
Specifier:
E-Mail:
Date:
1
3/6/2025
Specifier's comments:
1 Input data
Anchor type and diameter: HY 200-A V3 + threaded rod 5.8 3/8
Item number: 385418 HAS 5.8 3/8"x4-3/8" (element) / 2334276 HIT-HY
200-R V3 (adhesive)
Specification text: Hilti Æ 3/8 HY 200-A V3 + threaded rod 5.8
with 3.375 in nominal embedment depth per
Technical data , Hammer drilled installation
per MPII,
Effective embedment depth: hef = 3.375 in.
Material: 5.8
Evaluation Service Report: Hilti Technical Data
Issued I Valid: - | -
Proof: Design Method ASD Masonry
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.188 in.
Ledger AngleR : L1 x L2 x tL1 x tL2 x l = 2.500 in. x 2.500 in. x 0.188 in. x 0.188 in. x 16.000 in.;
Load Point Height: hpl = 1.250 in.
Base material: Grout-filled CMU, L x W x H: 16.000 in. x 8.000 in. x 8.000 in.;
Joints: vertical: 0.375 in.; horizontal: 0.375 in.
Base material temperature: 68 °F
Installation: Face installation
Seismic loads no
R - The anchor calculation is based on a rigid anchor plate assumption.
Geometry [in.]
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Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
2
Company:
Address:
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Design:
Fastening point:
|
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Page:
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Date:
2
3/6/2025
Geometry [in.] & Loading [lb, in.lb]
1.1 Design results
Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%]
1 Combination 1 N = 0; Vx = 0; Vy = 250;
Mx = 0; My = 0; Mz = 0;
no 61
Tension
Compression
1 xy
2 Load case/Resulting anchor forces
Load case: Service loads
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 287 250 0 250
max. compressive strain: 0.06 [‰]
max. compressive stress: 75 [psi]
Resulting tension force in (x/y)=(0.000/0.000): 287 [lb]
Resulting compression force in (x/y)=(0.000/1.091): 287 [lb]
Anchor forces are calculated based on the assumption of a rigid anchor plate.
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Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
3
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Masonry - Mar 6, 2025
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Date:
3
3/6/2025
3 Tension load (Most utilized anchor 1)
Load Ps [lb]Capacity Pt [lb]Utilization bP = Ps/Pt [%]Status
Steel strength 287 2,640 11 OK
Bond strength 287 960 30 OK
3.1 Steel strength
Pt,s = Value refer to Hilti Technical Data
Pt,s ³ Ps
Results
Pt,s [lb]Ps [lb]
2,640 287
3.2 Bond strength
Pt,b,Base = Value refer to Hilti Technical Data
Pt,b = Pt,b,Base · fred,E · fred,s · fred,Temp · fred,Bedjoint
Pt,b ³Ps
Variables
cmin [in.]ccr [in.]smin [in.]scr [in.]Temperature [°F]
4.000 12.000 4.000 13.500 68
Results
Pt,b [lb]Pt,b,Base [lb]Ps [lb]fred,E fred,S fred,Temp fred,Bedjoint
960 960 287 1.000 1.000 1.000 1.000
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Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
4
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Masonry - Mar 6, 2025
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Date:
4
3/6/2025
4 Shear load (Most utilized anchor 1)
Load Vs [lb]Capacity Vt [lb]Utilization bV = Vs/Vt [%]Status
Steel strength 250 1,360 19 OK
Bond strength para and perp, (Dir. x-)1 --31 OK
1Shear utilization may result from parallel and perpendicular shear (see details)
4.1 Steel strength
Vt,s = Value refer to Hilti Technical Data
Vt,s ³ Vs
Results
Vt,s [lb]Vs [lb]
1,360 250
4.2 Bond strength parallel
Vt,b,Base,||= Value refer to Hilti Technical Data
Vt,b,||= Vt,b,Base,|| · fred,E,|| · fred,s,|| · fred,Temp
Vt,b,||³Vs,||
Variables
cmin [in.]ccr [in.]smin [in.]scr [in.]Temperature [°F]
4.000 12.000 4.000 13.500 68
Results
Vt,b,|| [lb]Vt,b,Base,|| [lb]Vs,|| [lb]fred,E,||fred,S,||fred,Temp Utilization bV,|| [%]
825 825 250 1.000 1.000 1.000 30
4.3 Bond strength perpendicular
Vt,b,Base,^= Value refer to Hilti Technical Data
Vt,b,^= Vt,b,Base,^ · fred,E,^ · fred,s,^ · fred,Temp
Vt,b,^³Vs,^
Variables
cmin [in.]ccr [in.]smin [in.]scr [in.]Temperature [°F]
4.000 12.000 4.000 13.500 68
Results
Vt,b,^ [lb]Vt,b,Base,^ [lb]Vs,^ [lb]fred,E,^fred,S,^fred,Temp Utilization bV,^ [%]
0 825 0 0.000 0.000 1.000 0
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Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
5
Company:
Address:
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Design:
Fastening point:
|
Masonry - Mar 6, 2025
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4.4 Shear interaction
bV,|| = Vs,||
Vt,||
bV,^ = Vs,^
Vt,^d Utilization bV [%]Status
0.303 0.000 1.000 31 OK
bV = bd
V,|| + bd
V,^ <= 1.0
5 Combined tension and shear loads (Most utilized anchor 1)
bP = Ps
Pt
bV,|| = Vs,||
Vt,||
bV,^ = Vs,^
Vt,^a Utilization bP,V [%]Status
0.298 0.303 0.000 1.000 61 OK
bP,V = ba
P + ba
V,|| + ba
V,^ <= 1.0
6 Warnings
• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C,
EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the
anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates
the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The
proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for
agreement with the existing conditions and for plausibility!
• The equations presented in this report are based on imperial units. When inputs are displayed in metric units, the user should be aware that the
equations remain in their imperial format.
• Refer to the manufacturer's product literature for cleaning and installation instructions.
• The min. sizes of the bricks, the masonry compressive strength, the type / strength of the mortar and the grout (in case of fully grouted CMU
walls) has to fulfill the requirements given in the relevant ESR-approval or in the PTG.
• Only the local load transfer from the anchor(s) to the wall is considered, a further load transfer in the wall is not covered by PROFIS!
• Wall is assumed as being perfectly aligned vertically – checking required(!): Noncompliance can lead to significantly different distribution of forces
and higher tension loads than those calculated by PROFIS. Masonry wall must not have any damages (neither visible nor not visible)! While
installation, the positioning of the anchors needs to be maintained as in the design phase i.e. either relative to the brick or relative to the mortar
joints.
• The effect of the joints on the compressive stress distribution on the plate / bricks was not taken into consideration.
• If no significant resistance is felt over the entire depth of the hole when drilling (e.g. in unfilled butt joints), the anchor should not be set at this
position or the area should be assessed and reinforced. Hilti recommends the anchoring in masonry always with sieve sleeve. Anchors can only
be installed without sieve sleeves in solid bricks when it is guaranteed that it has not any hole or void.
• The accessories and installation remarks listed on this report are for the information of the user only. In any case, the instructions for use
provided with the product have to be followed to ensure a proper installation.
• The compliance with current standards (e.g. 2018, 2015, 2012, 2009 and 2006 IBC) is the responsibility of the user.
• Drilling method (hammer, rotary) to be in accordance with the approval!
• Masonry should be built according to industry standards.
Fastening meets the design criteria!
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Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
6
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Masonry - Mar 6, 2025
Page:
Specifier:
E-Mail:
Date:
6
3/6/2025
Coordinates Anchor [in.]
Anchor x y c-x c+x c-y c+y
1 0.000 0.000 20.000 16.000 36.000 36.000
7 Installation data
Anchor type and diameter: HY 200-A V3 + threaded rod
5.8 3/8
Hole diameter in the fixture: df = 0.438 in. Item number: 385418 HAS 5.8 3/8"x4-3/8" (element) /
2334276 HIT-HY 200-R V3 (adhesive)
Plate thickness (input): 0.188 in. Maximum installation torque: 180 in.lb
Hole diameter in the base material: 0.438 in.
Drilling method: Drilled in hammer mode Hole depth in the base material: 3.375 in.
Minimum thickness of the base material: 7.625 in.
Hilti Æ 3/8 HY 200-A V3 + threaded rod 5.8 with 3.375 in nominal embedment depth per Technical data , Hammer drilled installation per MPII
1
x
y
1.
1
5
6
8.000 8.000
8.000 8.000
1.
2
5
0
1.
2
5
0
1.
2
5
0
1.
2
5
0
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Hilti PROFIS Engineering 3.1.11
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
7
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Masonry - Mar 6, 2025
Page:
Specifier:
E-Mail:
Date:
7
3/6/2025
8 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and
security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly
complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.
Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to
compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific
application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the
regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use
the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each
case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data
or programs, arising from a culpable breach of duty by you.
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