HomeMy WebLinkAbout1414 W Edinger Ave-REV 1 (Columns) - PlanDEMOLITION PLAN LEGEND
EXISTING PARTITION TO BE DEMOLISHED
EXISTING PARTITION TO REMAIN
ACOUSTICAL CEILING SYSTEM TO BE DEMOLISHED
EXISTING DOOR & FRAME TO BE DEMOLISHED
EXISTING DOOR & FRAME TO REMAIN
GYP. BOARD CEILING TO BE DEMOLISHED
1. DEMOLITION GENERAL NOTES APPLY TO ALL DEMOLITION SHEETS.
2. COORDINATE DEMOLITION AND PHASING EFFORTS WITH ARCHITECT AND OWNER'S
REPRESENTATIVES. EVERY EFFORT SHALL BE MADE TO MINIMIZE DISRUPTION OF
OWNER'S OPERATIONS AND TO PROVIDE BUILDING USER'S SAFETY. EXCESSIVE NOISE
OR VIBRATION SHALL BE PRE-APPROVED AND COORDINATED WITH OWNER'S
REPRESENTATIVE AND LANDLORD.
3. VERIFY EXISTING CONDITIONS, DIMENSIONS, AND ELEVATIONS AND NOTIFY ARCHITECT
OF DISCREPANCIES.
4. VERIFY AND MAINTAIN LOCATION OF EXISTING POWER, COMMUNICATION AND DATA
CABLES TO PREVENT INTERRUPTION OF SERVICE.
5. COORDINATE DISRUPTION OF UTILITY SERVICES WITH OWNER, LANDLORD AND AS
SPECIFIED.
6. EXISTING MATERIALS SHALL NOT BE REUSED UNLESS NOTED OTHERWISE OR AS
AUTHORIZED BY ARCHITECT.
7. THE OWNER SHALL RESERVE THE RIGHT TO SALVAGE ANY MATERIALS.
8. PROVIDE PROTECTION FOR EXISTING BUILDING MATERIALS AND EQUIPMENT FROM
DAMAGE DUE TO DEMOLITION OR CONSTRUCTION-RELATED INCIDENT PERFORMED
UNDER THIS CONTRACT.
9. REPAIR OR REPLACE ITEMS DAMAGED AS A RESULT OF DEMOLITION OR
CONSTRUCTION TO MATCH EXISTING FINISH AND /OR CONDITION.
10. CONSTRUCT TEMPORARY CONSTRUCTION PARTITIONS WITHIN EXISTING BUILDING
WHICH OFFER A ONE-HOUR ENCLOSURE TO ISOLATE DEMOLITION AND CONSTRUCTION
WORK FROM GENERAL PUBLIC AND AS DEEMED NECESSARY BY OWNER AND CODE
OFFICIAL HAVING JURISDICTION. COORDINATE LOCATIONS WITH OWNER AND
LANDLORD. MAINTAIN MEANS OF EGRESS THROUGHOUT THE WORK.
11. MAINTAIN A SECURE, DUST-PROOF, WEATHER-TIGHT ENCLOSURE.
12. WHERE PLASTER/STUD WALLS ARE INDICATED TO BE REMOVED; PREPARE ADJACENT
WALLS TO RECEIVE NEW PATCH/FINISH BY SAWCUTTING ADJACENT PLASTER FINISH A
MINIMUM OF 12 INCHES BEYOND DEMOLITION.
13. PATCH FLOOR, WALL AND CEILING PENETRATIONS RESULTING FROM REMOVAL OR
REROUTING OF NEW OR EXISTING PIPING, DUCTWORK, CONDUIT, ETC. AS REQUIRED
TO MAINTAIN FIRE SEPARATIONS. MATCH FINISH OF NEW OR EXISTING ADJACENT
SURFACES
14. CAP DISCONNECTED MECHANICAL PIPING LINES WITHIN WALL OR FLOOR. PATCH AND
FINISH AS REQUIRED TO MATCH NEW OR EXISTING ADJACENT SURFACES.
15. SEE MECHANICAL AND ELECTRICAL DRAWINGS AND NOTES FOR FURTHER
SEQUENCING AND SCOPE OF WORK.
16. SUITE HAS 2 EXISTING 200 AMP ELECTRICAL PANELS THAT CAN BE RELOCATED FOR
NEW LAYOUT.
17. ON ROOF WHERE EQUIPMENT IS SITTING THERE IS EQUIPMENT ABANDONED AND A LOT
OF DEBRIEF THAT NEED TO ME REMOVE AND HAUL AWAY, AND DO A POSSIBLE ROOF
REPAIR AFTER REMOVAL.
DEMOLITION PLAN NOTES
DEMOLITION PLAN KEYNOTES
ENRTY
ENRTY
W-2
W-2
W-4
W-1
202
202
203
201
201
204
204
ENRTY
202
205 206
207
207
204
209 209
210
W-1
210
A-3.02 8
12
13
211
211
1
1
WALL TYPES LEGEND
NEW INTERIOR PARTITION METAL STUD WALL:
• 5/8" GYP. BD.
• 3-5/8" MIN. 25 GA. METAL STUD @ 16" O.C. & R-13 MIN.
• SOUND ATTENUATION BATT INS.
• 5/8" GYP. BD.
• WALL HEIGHT: 11'-0"
1i
1i
W-7
W-8
EXISTING STOREFRONT TO REMAIN1iW-1
1iW-9
EXISTING EXTERIOR CMU WALL TO REMAIN, TYP.1iW-2
EXISTING INTERIOR FURR WALL TO REMAIN, TYP.1iW-4
NEW INTERIOR PARTITION LOW METAL STUD WALL:
• 5/8" GYP. BD.
• 3-5/8" MIN. 25 GA. METAL STUD @ 16" O.C.
• SOUND ATTENUATION BATT INS. PROVIDE LATERAL BRACING POST
@4'-0" O.C.
• 5/8" GYP. BD.
• WALL HEIGHT: 7'-0"
NEW INTERIOR PARTITION WET METAL STUD WALL:
• 5/8" MOISTURE RESISTANT GYP. BD.
• 6" MIN. 25 GA. METAL STUD @ 16" O.C. & R-13 MIN.
• SOUND ATTENUATION BATT INS.
• 5/8" MOISTURE RESISTANT GYP. BD.
• WALL HEIGHT: 9'-0"
THESE PLANS ARE FOR REVIEW ONLY AND NOT FOR CONSTRUCTION UNLESS THEY
INCLUDE THE STAMP AND SIGNATURE OF ARCHITECT/ENGINEER AND THE
APPROVAL OF THE APPROPRIATE GOVERNMENT AGENCY
C-38176
MARC A.
ABDELSAYED
RENEWAL
DATE
LICENSED A RCHITECT
STATE OF C ALIFORNIA
07/31/2025
Scale
Date
Drawn By
Checked By
Project Number
REVISIONS
JOB SITE:
PLAN:
PHONE:
PLAN CHECK / JOB NO.
50 S De Lacey Ave. Unit #210
Pasadena, CA 91105
(760) 673-6837
(760) 673-2550
info@369architects.com
As indicated
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A-1.01
DEMO FLOOR PLAN
1414 W EDINGER AVE, SANTA
ANA, CA 92704
CA
N
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SA
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Checker
J.F.
10/08/25
24001
1/4" = 1'-0"
1 EXISTING / DEMOLITION FLOOR PLAN
201 (E) EXTERIOR WALL W/STUCCO FINISH TO REMAIN. TYP.
202 (E) STOREFRONT GLASS SYSTEM TO REMAIN, TYP.
203 (E) STOREFRONT ENTRY DOOR TO REMAIN, TYP.
204 (E) FULL HEIGHT INT. PARTITION WALL TO BE DEMOLISHED.
PREP AREA FOR (N) CONSTRUCTION, TYP.
205 (E) CONTRACTOR TO REVIEW W/ TENANT AND BUILDING
OWNER ON (E) ITEMS TO BE REUSED SUCH AS DOORS,
FRAMES, LIGHTING, SWITCHES, POWER RECEPTACLES,
AND PHONE/DATA JACKS, ETC.
206 (E) GENERAL CONTRACTOR TO VERIFY IF ANY DEMOLISHED
WALLS OR COLUMN FURRING CONTAIN MECHANICAL OR
PLUMBING & ADVISE CLIENT & ARCHITECT.
207 (E) CEILING SYSTEM TO BE DEMOLISHED.
209 (E) REMOVE ALL TENANT SUPPLIED HVAC UNITS.
210 (E) DOOR AND FRAME TO BE DEMOLISHED.
211 (E) COLUMN TO REMAIN. REFER TO STRUCTURAL PLANS
FOR MORE INFO.
No. Description Date
1 REVISION 1 10/08/25
EXAM ROOM
136
EXAM ROOM
135
EXAM ROOM
134
LOUNGE
132
UTILITY
131
RECEPTION
125
WAITING AREA
120
PLAY AREA
121
TOILET
123
TOILET
124
OFFICE/IT
122
CORRIDOR
137
EXAM ROOM
133
LAB
126
COATS
138
EXAM ROOM
130
EXAM ROOM
129
EXAM ROOM
128
EXAM ROOM
127
16' - 2"0' - 5"13' - 11 1/4"0' - 5"23' - 5 1/4"
6'
-
2
"
0'
-
5
"
10
'
-
1
1
3
/
4
"
0'
-
5
"
10
'
-
0
"
0'
-
5
"
10
'
-
0
"
0'
-
5
"
10
'
-
0
"
0'
-
5
"
10
'
-
0
"
8' - 6 1/2"0' - 5"10' - 4"0' - 5"21' - 2"0' - 5"10' - 4 1/2"
16
'
-
0
"
0'
-
5
"
26
'
-
4
3
/
4
"
0'
-
5
"
16
'
-
0
"
59
'
-
2
3
/
4
"
59
'
-
2
3
/
4
"
51' - 8"
TY
P
.
EQ
TY
P
.
EQ
3' - 4 1/2"
TYP.
4' - 2 1/2"
1' - 10"
TYP.
5' - 4"
1'
-
2
"
10
'
-
1
1
"
5'
-
1
0
3
/
4
"
4'
-
0
"
TYP.
2' - 2"
TYP.
5' - 4"
TY
P
.
4'
-
2
1
/
2
"
TY
P
.
3'
-
8
1
/
2
"
5'
-
4
"
2'
-
2
"
TYP.
3' - 8 1/2"
TYP.
4' - 2 1/2"
21' - 4"
15' - 0 3/4"14' - 0"3' - 3 1/4"
5'
-
7
"
11
'
-
0
"
1'
-
0
"
4'
-
0
"
15
'
-
8
"
7' - 0"4' - 0"
7'
-
7
"
8'
-
0
"
6' - 8"6' - 8"
11' - 0"1' - 0"4' - 6"5' - 0 1/2"
2'
-
9
"
3'
-
4
"
16
'
-
1
3
/
4
"
4'
-
7
"
16
'
-
5
"
11' - 7"
13' - 2"3' - 3 1/2"
A-3.02
2
3
A-3.018 7
A-3.01 14
13
A-3.01
11
12
9
10
A-3.02
1
A-3.01
3
65
4
A-3.011
A-3.01
2
2'
-
3
"
2' -
5
"
2'
-
0
"
2'
-
0
"
W-9
W-8
W-7
W-7
FEC
FE
C
FE
C
FEC
W-2
W-2
W-4
308
302
315 318
301
315
318
308
301
306
317319
303
316
314
305305
313
307
304309
311
310 312 1
3
4
5
6
7
8
9
10
11
2
321
W-9
W-9
W-9
W-9
W-9
W-9 W-9
W-8 W-8
W-8
W-8
W-7
W-7
W-7
320
W-1
W-8
322
322
323
A-3.0115
W-7
W-7
G-07
12
G-07
12
A-3.02
6
7
4
5
DTL 8/G-06
DTL 8/G-06
48"30
"
324
324
1
1
WALL TYPES LEGEND
NEW INTERIOR PARTITION METAL STUD WALL:
• 5/8" GYP. BD.
• 3-5/8" MIN. 25 GA. METAL STUD @ 16" O.C. & R-13 MIN.
• SOUND ATTENUATION BATT INS.
• 5/8" GYP. BD.
• WALL HEIGHT: 11'-0"
1i
1i
W-7
W-8
EXISTING STOREFRONT TO REMAIN1iW-1
1iW-9
EXISTING EXTERIOR CMU WALL TO REMAIN, TYP.1iW-2
EXISTING INTERIOR FURR WALL TO REMAIN, TYP.1iW-4
NEW INTERIOR PARTITION LOW METAL STUD WALL:
• 5/8" GYP. BD.
• 3-5/8" MIN. 25 GA. METAL STUD @ 16" O.C.
• SOUND ATTENUATION BATT INS. PROVIDE LATERAL BRACING POST
@4'-0" O.C.
• 5/8" GYP. BD.
• WALL HEIGHT: 7'-0"
NEW INTERIOR PARTITION WET METAL STUD WALL:
• 5/8" MOISTURE RESISTANT GYP. BD.
• 6" MIN. 25 GA. METAL STUD @ 16" O.C. & R-13 MIN.
• SOUND ATTENUATION BATT INS.
• 5/8" MOISTURE RESISTANT GYP. BD.
• WALL HEIGHT: 9'-0"
1. CONSTRUCTION NOTES APPLY TO ALL SHEETS.
2. ALL DIMENSIONS ARE ACTUAL AND ARE TO FACE OF GYP BD CLAD METAL STUD
PARTITIONS OR CENTERLINE OF COLUMN, UNLESS NOTED OTHERWISE.
3. PROVISIONS SHALL BE MADE AT FULL HEIGHT NONBEARING WALLS FOR 2-INCH VERTICAL
MOVEMENT OF BUILDING STRUCTURE WITHOUT TRANSFER OF COMPRESSIVE LOADS TO
WALL. FILL IRREGULARITIES BETWEEN TOP OF WALL AND DECK ABOVE WITH FIRE
SAFING INSULATION OR FIRE STOPPING MATERIALS AS REQUIRED TO MEET FIRE RATING
OF RESPECTIVE WALLS.
4. GYPSUM BOARD AND PLASTER SURFACES SHALL BE ISOLATED WITH CONTROL JOINTS
WERE INDICATED ON DRAWINGS AND/OR AS DESCRIBED IN THE SPECIFICATIONS.
5. GENERAL CONTRACTOR SHALL FURNISH AND INSTALL 2" X 10" CONTINUOUS FIRE
RETARDANT TREATED WOOD BLOCKING OR 10" WIDE METAL BACKING IN STEEL STUD
PARTITIONS FOR PROPER ANCHORAGE OF WALL ATTACHED ITEMS INCLUDING BUT NOT
LIMITED TO THE FOLLOWING: GRAB BARS, CASEWORK, MILLWORK, TOILET ACCESSORIES,
TOILET PARTITIONS, WALL MOUNTED FIXTURES, MARKER BOARDS, TACK BOARDS, DOOR
STOPS, AUDIO VISUAL BRACKETS, ETC.
6. SEE SHEET CP1.2 FOR LOCATION OF FIRE-RESISTANCE-RATED WALLS. WALLS OF FIRE-
RESISTANCE-RATED CONSTRUCTION SHALL EXTEND TO UNDERSIDE OF FLOOR OR ROOF
DECK ABOVE.
7. SEAL PENETRATIONS THROUGH FIRE-RESISTANCE-RATED CONSTRUCTION WITH
THROUGH-PENETRATION FIRESTOP MATERIAL AS REQUIRED TO ACHIEVE RESPECTIVE
FIRE-RESISTIVE RATING AND SMOKE STOPPAGE.
8. FIRE-RATED ENCLOSURES AROUND STEEL COLUMNS SHALL BE CONTINUOUS FROM
FLOOR TO UNDERSIDE OF FLOOR OR ROOF DECK ABOVE FOR EACH LEVEL.
9. INCLUDE OWNER-FURNISHED AND INSTALLED ITEMS AND OWNER FURNISHED AND
CONTRACTOR INSTALLED ITEMS IN THE CONSTRUCTION SCHEDULE, AND COORDINATE
WITH OWNER TO ACCOMMODATE THESE ITEMS.
10. EVERY AISLE SHALL BE NOT LESS THAN 36 INCHES WIDE IF SERVING ONLY ONE SIDE, AND
LESS THAN 44 INCHES WIDE IF SERVING BOTH SIDES.
11. THE SURFACE OF FLOORS SHALL BE SLIP RESISTANT. WHEN TESTED IN
ACCORDANCE WITH ASTM C1028B TEST PROCEDURE FOR COEFFICIENT OF FRICTION,
TILE MUST ACHIEVE A WET AND DRY VALUE OF NOT LESS THAN 0.60. PRIOR TO THE
INSTALLATION OF THE FLOOR COVERING. A WRITTEN STATEMENT FROM THE FLOORING
MANUFACTURER MUST BE SUBMITTED TO THE BUILDING DIVISION, COMMUNITY
DEVELOPMENT DEPARTMENT STATING THAT THE PRODUCT TO BE INSTALLED MEETS
CURRENT INDUSTRY STANDARDS FOR SLIP RESISTANCE
12. EXIT DOORS SHALL BE OPENABLE FROM THE INSIDE WITHOUT THE USE OF A KEY OR
SPECIAL KNOWLEDGE OR EFFORT. LOCKS AND LATCHES IN BUILDINGS IN OCCUPANCY
GROUP A HAVING AN OCCUPANT LOAD OF 300 OR LESS, GROUPS B, F, M, AND S, AND IN
PLACES OF RELIGIOUS WORSHIP, THE MAIN EXTERIOR DOOR OR DOORS ARE
PERMITTED TO BE EQUIPPED WITH KEY-OPERATED LOCKING DEVICES FROM THE
EGRESS SIDE PROVIDE:
A. THE LOCKING DEVICE IS READILY DISTINGUISHABLE AS LOCKED,
B. A READILY VISIBLE DURABLE SIGN IS POSTED ON EGRESS SIDE ON OR
ADJACENT TO THE DOOR STATING: THIS DOOR TO REMAIN UNLOCKED
WHEN BUILDING IS OCCUPIED. THE SIGN SHALL BE IN LETTERS 1 INCH (25
MM) HIGH ON A CONTRASTING BACKGROUND
C. THE USE OF A KEY OPERATED DEVICE IS REVOCABLE BY THE BUILDING
OFFICIAL FOR DUE CAUSE. CBC 1008.1.9.3 & 1008.1.9.4
13. FIRE BLOCKING MUST BE PROVIDED IN ACCORDANCE WITH SECTION 718.2 AT THE
FOLLOWING LOCATIONS:
a. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING
FURRED SPACES, AT THE CEILING AND FLOOR LEVELS.
b. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING
FURRED SPACES, AT 10-FOOT INTERVALS ALONG THE LENGTH OF THE
WALL.
c. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND
HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS AND COVE.
CONSTRUCTION PLAN NOTES
FLOOR PLAN KEYNOTES
1. NEW PLUMBING FIXTURES AND FITTINGS SHALL NOT EXCEED THE MAXIMUM
ALLOWABLE FLOW RATES SPECIFIED IN SECTION 5.303.3.
2. 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 2.0 GALLONS PER MINUTE AT 80
PSI, OR THE SHOWER SHALL BE DESIGNED TO ONLY ALLOW ONE SHOWERHEAD TO BE IN
OPERATION AT A TIME.
3. CONSTRUCTION WASTE SHALL BE REDUCED BY 65% THRU A CITY OF LOS ANGELES
CERTIFIED HAULER
4. NON-RESIDENTIAL ADDITIONS AND ALTERATIONS SHALL REQUIRE VERIFICATION THAT
CALIFORNIA PROHIBITED UNIVERSAL WASTE MATERIALS ARE DISPOSED OF PROPERLY
AND DIVERTED FROM LANDFILLS. (5.408.2)
5. 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)
6. 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)
7. IF THE NEW HVAC SYSTEM IS USED DURING CONSTRUCTION, USE RETURN AIR FILTERS
WITH A MERV OF 8. REPLACE ALL FILTERS IMMEDIATELY PRIOR TO OCCUPANCY.
8. ALL DUCT AND OTHER RELATED AIR DISTRIBUTION COMPONENT OPENINGS SHALL BE
COVERED WITH TAPE, PLASTIC, OR SHEET METAL UNTIL THE FINAL STARTUP OF THE
HEATING, COOLING AND VENTILATING EQUIPMENT.
9. ARCHITECTURAL PAINTS AND COATINGS, ADHESIVES, CAULKS AND SEALANTS SHALL
COMPLY WITH THE VOLATILE ORGANIC COMPOUND (VOC) LIMITS LISTED IN TABLES
5.504.4.1- 5.504.4.3.
10. THE VOC CONTENT VERIFICATION CHECKLIST, FORM GRN 2, SHALL BE COMPLETED
AND VERIFIED PRIOR TO FINAL INSPECTION APPROVAL. THE MANUFACTURER’S
SPECIFICATIONS SHOWING VOC CONTENT FOR ALL APPLICABLE PRODUCTS SHALL BE
READILY AVAILABLE AT THE JOB SITE AND BE PROVIDED TO THE FIELD INSPECTOR FOR
VERIFICATION.
11. ALL NEW CARPET INSTALLED IN THE BUILDING INTERIOR SHALL MEET THE TESTING
AND PRODUCT REQUIREMENTS OF ONE OF THE FOLLOWING:
CARPET AND RUG INSTITUTE’S GREEN LABEL PLUS PROGRAM
II. CALIFORNIA DEPARTMENT OF PUBLIC HEALTH’S SPECIFICATION 01350
III. NSF/ANSI 140 AT THE GOLD LEVEL OR HIGHER
IV. SCIENTIFIC CERTIFICATIONS SYSTEMS SUSTAINABLE CHOICE V. COMPLIANT WITH THE
COLLABORATIVE FOR HIGH PERFORMANCE SCHOOLS CALIFORNIA (CA-CHPS) CRITERIA
INTERPRETATION FOR EQ 7.0 AND 7.1 AND PC/GRN/CORR.LST.01 (REV. 2/2/2017)
WWW.LADBS.ORG PAGE 5 OF 7 LISTED IN THE CHPS HIGH PERFORMANCE PRODUCT
DATABASE. (5.504.4.4)
12. ALL NEW CARPET CUSHION INSTALLED IN THE BUILDING INTERIOR SHALL MEET THE
REQUIREMENTS OF THE CARPET AND RUG INSTITUTE GREEN LABEL PROGRAM.
(5.504.4.4.1)
13. NEW HARDWOOD PLYWOOD, PARTICLE BOARD, AND MEDIUM DENSITY FIBERBOARD
COMPOSITE WOOD PRODUCTS USED IN THE INTERIOR OR EXTERIOR OF THE BUILDING
SHALL MEET THE FORMALDEHYDE LIMITS LISTED IN TABLE 5.504.4.5. (5.504.4.5)
14. THE FORMALDEHYDE EMISSIONS VERIFICATION CHECKLIST, FORM GRN 3, SHALL BE
COMPLETED PRIOR TO FINAL INSPECTION APPROVAL. THE MANUFACTURER’S
SPECIFICATIONS SHOWING FORMALDEHYDE CONTENT FOR ALL APPLICABLE WOOD
PRODUCTS SHALL BE READILY AVAILABLE AT THE JOB SITE AND BE PROVIDED TO THE
FIELD INSPECTOR FOR VERIFICATION.” (5.504.4.5)
15. 80% OF THE TOTAL AREA RECEIVING RESILIENT FLOORING SHALL COMPLY WITH ONE
OR MORE OF THE FOLLOWING:
CERTIFIED AS A CHPS LOW-EMITTING MATERIAL IN THE CHPS HIGH PERFORMANCE
PRODUCTS DATABASE
II. CERTIFIED UNDER UL GREENGUARD GOLD
III. CERTIFIED UNDER THE RESILIENT FLOOR COVERING INSTITUTE (RFCI) FLOORSCORE
PROGRAM IV. MEET THE CALIFORNIA DEPARTMENT OF PUBLIC HEALTH’S SPECIFICATION
01350 (5.504.4.6)
16. AN AIR FILTER WITH A MINIMUM EFFICIENCY REPORTING VALUE (MERV) OF 8 OR
HIGHER SHALL BE INSTALLED IN THE MECHANICAL SYSTEM FOR OUTSIDE AND RETURN
AIR PRIOR TO OCCUPANCY. (5.504.5.3)
17. MECHANICALLY VENTILATED BUILDINGS WITHIN 1,000 FEET OF A FREEWAY SHALL
PROVIDE REGULARLY OCCUPIED AREAS OF THE BUILDING WITH A MERV 13 FILTER FOR
OUTSIDE AND RETURN AIR. 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. (5.504.5.3)
18. 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. UNIVERSAL WASTE MEANS ANY OF THE FOLLOWING
WASTES THAT ARE CONDITIONALLY EXEMPT FROM CLASSIFICATION AS HAZARDOUS
WASTES PURSUANT TO SECTION 66261.9: (A) BATTERIES AS DESCRIBED IN SECTION
66273.2; (B) THERMOSTATS AS DESCRIBED IN SECTION 66273.4; (C) LAMPS AS DESCRIBED
IN SECTION 66273.5; AND (D) CATHODE RAY TUBE MATERIALS AS DESCRIBED IN SECTION
66273.6. REFER TO CALIFORNIA UNIVERSAL WASTE RULE FINAL TEXT.
GREEN BUILDING NOTES
THESE PLANS ARE FOR REVIEW ONLY AND NOT FOR CONSTRUCTION UNLESS THEY
INCLUDE THE STAMP AND SIGNATURE OF ARCHITECT/ENGINEER AND THE
APPROVAL OF THE APPROPRIATE GOVERNMENT AGENCY
C-38176
MARC A.
ABDELSAYED
RENEWAL
DATE
LICENSED A RCHITECT
STATE OF C ALIFORNIA
07/31/2025
Scale
Date
Drawn By
Checked By
Project Number
REVISIONS
JOB SITE:
PLAN:
PHONE:
PLAN CHECK / JOB NO.
50 S De Lacey Ave. Unit #210
Pasadena, CA 91105
(760) 673-6837
(760) 673-2550
info@369architects.com
As indicated
10
/
8
/
2
0
2
5
1
0
:
5
7
:
2
4
A
M
A-2.01
PROPOSED FLOOR
PLAN
1414 W EDINGER AVE, SANTA
ANA, CA 92704
CA
N
A
M
D
E
N
T
A
L
SA
N
T
A
A
N
A
Checker
J.F.
10/08/25
24001
1/4" = 1'-0"
1 PROPOSED CONSTRUCTION PLAN
301 (N) INT. METAL STUD WALL PER WALL LEGEND, TYP.
302 (N) INT. DOOR PER SCHEDULE. PROVIDE COAT HOOK ON BACK OF
DOOR OF ALL EXAMS, OFFICES, & RESTROOMS, TYP.
303 (N) 4'-0" TALL WINDOW. 1/4" TEMPERED GLAZING IN ALUMINUM
FRAME. T/ FRAME TO MATCH INTERIOR DOOR FRAME HEIGHT.
FRAME COLOR TO MATCH EXISTING STOREFRONT.
304 (E) STOREFRONT ENTRY DOOR TO REMAIN CLOSED.
305 (N) SINGLE COMP. ACCESSIBLE RESTROOM W/ UNISEX RESTROOM
SIGNAGE.
306 SOLID HATCH DENOTES (N) MILLWORK AND/OR SOLID SURFACE
COUNTERTOP AT 34" A.F.F. MAXIMUM, TYP.
307 EQUIPMENT/FURNITURE SHOWN FOR REFERENCE ONLY.
FURNISHED AND INSTALLED BY TENANT.
308 (N) SEMI RECESSED FIRE EXTINGUISHER CABINET (POTTER
ROEMER 7012-A FULL GLASS ). PAINT TO MATCH ADJ. WALL, TYP.
309 ACCESSIBLE TRANSACTION COUNTER AREA @ 30" A.F.F. WITH 36"
MIN. CLEAR AREA.
310 SOLID SURFACE COUNTER TOP WORK SURFACE AT 30" A.F.F.
311 SOLID SURFACE TRANSACTION COUNTER AT 42" A.F.F. WITH
PLASTIC LAMINATE WALL COVERING ON WAITING AREA SIDE OF
KNEE WALL.
312 UPPER CABINETS 30" TALL WALL CABINETS.
313 PROVIDE FIRE TREATED WOOD BLOCKING FOR TV MOUNTING. TVS
AND MOUNTING BRACKETS FURNISHED BY TENANT AND INSTALLED
BY G.C. G.C. TO COORDINATE WITH ELECTRICAL AND LOW VOLTAGE
CONTRACTORS.
314 PROVIDE 48"X96"X1/2" FIRE TREATED PLYWOOD FOR NETWORK,
COMMUNICATION, AND A/V EQUIPMENT INSTALLATION. SECURE TO
WALL AND PAINT TO MATCH OFFICE INTERIOR.
315 PROVIDE 52 1/2" WIDE X 50 1/2" HIGH ROUGH OPENING FOR X-RAY
CABINET @ 42"A.F.F. VERIFY X-RAY EQUIPMENT ROUGH-IN AND
INSTALLATION REQUIREMENTS WITH EQUIPMENT SUPPLIER.
316 SOLID SURFACE COUNTERTOP WITH BASE & WALL CABINETS.
COUNTERTOP @ 34" A.F.F. T/WALL CABINETS. (AT LAB).
317 SOLID SURFACE COUNTERTOP WITH BASE & WALL CABINETS.
COUNTERTOP @ 34" A.F.F. WALL CABINETS (AT BREAK ROOM).
318 DENTAL EQUIPMENT FURNISHED BY TENANT AND INSTALLED BY
EQUIPMENT SUPPLIER. G.C. SHALL COORDINATE REQUIRED
ROUGH-IN AND FINAL CONNECTIONS WITH ALL TRADES.
319 ROD & SHELF FURNISHED AND INSTALLED BY G.C. TOP OF SHELF
INSTALLED AT 48" A.F.F. PROVIDE FIRE TREATED WOOD BLOCKING.
320 (N) REFILLABLE WATER JUG DISPENSER, PROVIDED BY TENANT.
321 VIDEO GAME CONSOLES FURNISHED BY TENANT AND INSTALLED BY
G.C. G.C. TO COORDINATE FINAL CONNECTIONS WITH ELECTRICAL
CONTRACTOR.
322 WALL TO BE OPEN ON TOP WITH 2'-0" WALL ENDS
323 INFILL THIS AREA WITH MATERIAL TO MATCH EXISTING
CONSTRUCTION
324 (E) COLUMN TO REMAIN. REFER TO STRUCTURAL PLANS FOR MORE
INFO.
STUD SIZE STUD GAUGE
STUD GAUGE
12" OC. 16" OC. 24" OC.
15' 14' 12'252 1/2"
19' 16' 14'253 5/8"
25' 20 21'206"
RECOMMENDED MIN, SIZE
CHART FOR NON-LOAD BEARING
COMPOSITION STEEL STUD
WALLS (2 LAYERS 5/8" THICK
GYP. BD.)
No. Description Date
1 REVISION 1 10/08/25
WATER CLOSET2
FIXTURESQTY.
LIST OF NEW
PLUMBING FIXTURES
2
8
3
1
8
2
1
LAVATORY
SINK
LOUNGE/LAB SINK
MOP SINK
CHAIRS
FLOOR DRAIN
FLOOR SINK
S T R U C T U R A L N O T E SSTRUCTURAL ABBREVIATIONS
S1.0
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SIGNED: 10/07/25
R E V I S I O N
REVISIONSMARKDATE
SHEET OF 5
TITLE
CHECK AND VERIFY ALL
DIMENSIONS BEFORE
PROCEEDING WITH THE
WORK. REPORT
DISCREPANCIES TO THE
ENGINEER. ALL
CONSTRUCTION SHALL
CONFORM TO THE C.B.C.
JOB #:DRAWN:
DATE:CHECKED:
25-422 U.P./L.G.
E.C.10-7-25
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STRUCTURAL
NOTES
1
8 DETAIL
4 DETAIL 3 DETAIL 2 DETAIL 1 DETAIL
8 DETAIL 7 DETAIL 6 DETAIL 5 DETAIL
DETAIL DETAIL 9 DETAIL1112
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CIVIL
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PR ON
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EXP. 6-30-27
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SIGNED: 10/07/25
R E V I S I O N
REVISIONSMARKDATE
SHEET OF 5
TITLE
CHECK AND VERIFY ALL
DIMENSIONS BEFORE
PROCEEDING WITH THE
WORK. REPORT
DISCREPANCIES TO THE
ENGINEER. ALL
CONSTRUCTION SHALL
CONFORM TO THE C.B.C.
JOB #:DRAWN:
DATE:CHECKED:
25-422 U.P.
E.C.Oct. 7, 25
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TYPICAL
DETAILS
2
S1.1
4 DETAIL 2 DETAIL
8 DETAIL 6 DETAIL 5 DETAIL
DETAIL DETAIL 9 DETAIL1012
3 DETAIL
7 DETAIL
DETAIL11
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CIV IL
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EXP. 6-30-27
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SIGNED: 10/07/25
R E V I S I O N
REVISIONSMARKDATE
SHEET OF 5
TITLE
CHECK AND VERIFY ALL
DIMENSIONS BEFORE
PROCEEDING WITH THE
WORK. REPORT
DISCREPANCIES TO THE
ENGINEER. ALL
CONSTRUCTION SHALL
CONFORM TO THE C.B.C.
JOB #:DRAWN:
DATE:CHECKED:
25-422 U.P.
E.C.Oct. 7, 25
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TYPICAL
DETAILS
3
S1.2
FOUNDATION PLAN
scale: 1/4"=1'-0"
PLAN NOTES
LEGEND
NOTE:
CONTRACTOR IS RESPONSIBLE TO VERIFY ALL THE
EXISTING CONDITION AND SHALL NOTIFY THE
ENGINEER OF RECORD IF ANY DISCREPANCIES FOUND.
AL
ENGINE
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OF ESSI
C77737G
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CIVIL
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PR ON
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EXP. 6-30-27
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SIGNED: 10/07/25
R E V I S I O N
REVISIONSMARKDATE
SHEET OF 5
TITLE
CHECK AND VERIFY ALL
DIMENSIONS BEFORE
PROCEEDING WITH THE
WORK. REPORT
DISCREPANCIES TO THE
ENGINEER. ALL
CONSTRUCTION SHALL
CONFORM TO THE C.B.C.
JOB #:DRAWN:
DATE:CHECKED:
25-422 U.P.
E.C.Oct. 7, 25
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FOUNDATION
PLAN
4
S2.0
ROOF FRAMING PLAN
scale: 1/4"=1'-0"
GENERAL CONTRACTOR NOTES
ADDITIONAL NOTES
PLAN NOTES
LEGEND
NOTE:
CONTRACTOR IS RESPONSIBLE TO VERIFY ALL THE
EXISTING CONDITION AND SHALL NOTIFY THE
ENGINEER OF RECORD IF ANY DISCREPANCIES FOUND.
C.J.
±
±
±
±
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EXP. 6-30-27
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SIGNED: 10/07/25
R E V I S I O N
REVISIONSMARKDATE
SHEET OF 5
TITLE
CHECK AND VERIFY ALL
DIMENSIONS BEFORE
PROCEEDING WITH THE
WORK. REPORT
DISCREPANCIES TO THE
ENGINEER. ALL
CONSTRUCTION SHALL
CONFORM TO THE C.B.C.
JOB #:DRAWN:
DATE:CHECKED:
25-422 U.P.
E.C.Oct. 7, 25
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ROOF FRMG.
PLAN
5
S2.1
EC + Associates Engineering
www.ecaengineering.com
1412 Espanol Ave Montebello, CA 90640 P: 562 708 3586
STRUCTURAL CALCULATIONS FOR:
NEW COLUMNS AND FOUNDATION
FOR
CANAM DENTAL
PROJECT ADDRESS:
1414 W. EDINGER AVE.
SANTA ANA, CA 92704
SIGNED: 10/7/2025
JOB NO.: 25-422__
JOB
ENGR. EC JOB NO. SHEET NO.
DESIGN CRITERIA
1 Soil supporting footings is natural grade or engineered fill.
2 Soil allowable bearing pressure used in design_______________________________
3 Footing shall extend_____ minimum into undisturbed soil or_____ below finish grade
whichever is lower.
4 All concrete shall develop a minimum compressive strength of 2500 psi in 28 days.
5 Reinforcing steel shall conform to ASTM 615, Grade 60.
6 Structural steel shall conform to the following:
Wide flange shapes ASTM A992
TS shapes ASTM A500, Grade B
Pipe shapes ASTM A53 , Grade B
Other rolled shapes, Bars and plates ASTM A36
7 Structural steel shall be fabricated in a shop of an approved fabricator.
8 All welding shall be done by Certified Welders.
9 Concrete Block shall conform to ASTM C90, Grade N‐1.
10 Grout shall develop 2000 psi in 28 days.
11 Mortar shall be Type S and develop 1800 psi in 28 days.
12 All lumber shall be grade marked Douglas Fir. (Grading rule No. 17)
Light Framing Construction
Joist & Planks No. 2
Beams & Stringers No. 1
Posts & Timbers No. 1
13 Glue Laminated Timbers shall be combination No. 24F‐V8.
14 Plywood shall conform to PS 1‐95, Structural 1.
15 All material and workmanship shall conform to the requirements of
2022 California Building Code.
ROOF LOADS
roof rafter
Roof lt wt tile (eaglelight)10.0 psf 10.0 psf
1/2" plywwod 1.5 psf 1.5 psf
rafters 4.0 psf 4.0 psf
insulation 0.5 psf
Ceiling 3.0 psf
beams/headers 1.0 psf
MP&E/ misc.5.0 psf 1.0 psf
D=25.0 psf 16.5 psf
Lr=20.0 psf
FLOOR LOADS
flooring 1.0 psf
3/4" plywood 2.3 psf
joist 3.0 psf
ceiling 4.0 psf
beams/headers 2.0 psf
MP&E/ misc.2.7 psf
D=15.0 psf
L=40.0 psf
EXTERIOR WALL LOADS
7/8" stucco 10.0 psf
1/2" plywood 1.5 psf
2x6 studs at 16"oc 1.5 psf
insulation 0.5 psf
1/2" gyp board 2.3 psf
MP&E/ misc.0.2 psf
D=16.0 psf
INTERIOR WALL LOADS
1/2" gyp board 2.3 psf
1/2" plywood 1.5 psf
2x6 studs at 16"oc 1.5 psf
insulation 0.5 psf
1/2" gyp board 2.3 psf
MP&E/ misc.1.9 psf
D=10.0 psf
ENGR. EC DATE:SHEET NO.
Fb Ft Fcperp.Fc Fv E E min
CONSTRUCTION 1000 650 625 1650 180 1,500,000 550,000
NO. 2 900 575 625 1350 180 1,600,000 580,000
NO. 1 1200 825 625 1000 170 1,600,000 580,000
NO. 1 1350 675 625 925 170 1,600,000 580,000
COMBINATION 2400 1100 650 1650 265 1,800,000 930,000
NO. 24F‐V8
y‐dir 1450 1100 560 1650 230 1,600,000 830,000
(1)THE ABOVE VALUES ARE TAKEN FROM THE 2018 NDS.
(2)USE STANDARD GRADING RULE NO. 17.
DESIGNATION GRADE
GLU‐LAM BEAMS
THICKNESS
2" TO 4" THICK
2" TO 4' WIDE
2" TO 4" THICK
1/3/2023 15:35
DOUGLAS FIR‐LARCH DESIGN VALUES
6" & WIDER
5x5 AND LARGER
WIDTH NOT MORE
2" GREATER THAN
THAN 2" GREATER
THAN THICKNESS
5" & THICKER
BEAM & STRINGER
LIGHT FRAMING
JOIST & PLANKS
WIDTH MORE THAN
POST & TIMBER
PROJECT:
JOB NO.
POST AREA ALLOWABLE LOAD (KIPS)-UNSUPPORTED HEIGHT IN FT (LOAD TABLE 100%)
SIZE IN 2 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22
2X4 5.25 1.00
2X4 X 5.25 4.58 3.61 2.87 2.32 1.91 1.60 1.35 1.16 1.00
2X4 5.25 1.05
2X4 X 5.25 4.67 3.72 2.98 2.42 2.00 1.67 1.42 1.22 1.05
2X6 8.25 1.66
2X6 X 8.25 10.49 9.66 8.68 7.65 6.67 5.79 5.04 4.40 3.86 3.41 3.03 2.71 2.43 2.19 1.99 1.81 1.66
2X8 10.88 2.18
2X8 X 10.88 14.3 13.9 13.3 12.5 11.7 10.7 9.8 8.8 7.96 7.17 6.46 5.84 5.29 4.81 4.39 4.01 3.68
3X4 8.75 4.57 3.46 2.70 2.15 1.76
3X4 X 8.75 7.78 6.20 4.97 4.04 3.33 2.79 2.36 2.03 1.76
3X6 13.75 7.14 5.42 4.23 3.38 2.76
3X6 X 13.75 17.5 16.1 14.5 12.8 11.1 9.7 8.39 7.33 6.43 5.68 5.05 4.51 4.05 3.66 3.31 3.02 2.76
3X8 18.13 9.35 7.11 5.56 4.45 3.63
3X8 X 18.13 23.9 23.1 22.1 20.9 19.4 17.9 16.3 14.7 13.3 11.9 10.8 9.7 8.82 8.01 7.31 6.68 6.13
4X4 12.25 10.9 8.68 6.96 5.66 4.67 3.90 3.31 2.84 2.46
4X6 19.25 16.8 13.5 10.9 8.85 7.31 6.12 5.19 4.46 3.86
4X6 X 19.25 24.5 22.5 20.3 17.9 15.6 13.5 11.7 10.3 9.01 7.96 7.07 6.31 5.67 5.12 4.64 4.23 3.86
4X8 25.38 21.8 17.6 14.2 11.6 9.6 8.04 6.83 5.86 5.08
4X8 X 25.38 33.5 32.4 30.9 29.2 27.2 25.0 22.8 20.6 18.6 16.7 15.1 13.6 12.3 11.2 10.2 9.4 8.59
6X6 30.25 27.6 26.3 24.8 23.0 20.9 18.8 16.8 15.0 13.3 11.9 10.7 9.59 8.66 7.84 7.13 6.51 5.97
6X8 41.25 37.6 35.9 33.8 31.3 28.5 25.7 22.9 20.4 18.2 16.2 14.6 13.1 11.8 10.7 9.7 8.9 8.1
6X8 X 41.25 39.3 38.5 37.5 36.2 34.7 33.0 31.0 28.9 26.8 24.6 22.6 20.7 18.9 17.4 15.9 14.7 13.5
6X10 52.25 44.4 42.7 40.4 37.7 34.7 31.5 28.3 25.4 22.7 20.3 18.2 16.4 14.8 13.5 12.3 11.2 10.3
6X10 X 52.25 47.2 46.7 46.2 45.5 44.7 43.8 42.8 41.5 40.2 38.6 37.0 35.2 33.3 31.5 29.6 27.8 26.1
8X8 56.25 53.8 52.8 51.5 50.0 48.1 45.9 43.4 40.7 37.9 35.0 32.3 29.6 27.2 25.0 23.0 21.2 19.6
X INDICATES BRACED IN WEAK DIRECTION
ALL VALUES BASED ON DOUGLAS FIR-LARCH
No
.
1
GR
A
D
E
Co
n
s
t
No
.
2
No
.
2
No
.
2
PROJECT:
JOB NO.
POST AREA ALLOWABLE LOAD (KIPS)-UNSUPPORTED HEIGHT IN FT (LOAD TABLE 125%)
SIZE IN 2 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22
2X4 5.25 1.01
2X4 X 5.25 4.83 3.73 2.94 2.36 1.93 1.61 1.36 1.17 1.01
2X4 5.25 1.06
2X4 X 5.25 4.97 3.87 3.06 2.47 2.03 1.69 1.43 1.23 1.06
2X6 8.25 1.67
2X6 X 8.25 12.40 11.08 9.64 8.26 7.06 6.04 5.20 4.51 3.94 3.47 3.07 2.74 2.46 2.21 2.01 1.82 1.67
2X8 10.88 2.19
2X8 X 10.88 17.5 16.7 15.7 14.5 13.2 11.9 10.6 9.4 8.37 7.47 6.69 6.01 5.42 4.91 4.46 4.07 3.73
3X4 8.75 4.67 3.51 2.72 2.17 1.77
3X4 X 8.75 8.28 6.45 5.11 4.12 3.38 2.82 2.39 2.04 1.77
3X6 13.75 7.32 5.50 4.27 3.41 2.78
3X6 X 13.75 20.7 18.5 16.1 13.8 11.8 10.1 8.67 7.52 6.57 5.78 5.12 4.57 4.09 3.69 3.34 3.04 2.78
3X8 18.13 9.60 7.24 5.62 4.49 3.66
3X8 X 18.13 29.2 27.9 26.2 24.2 22.0 19.8 17.6 15.7 14.0 12.4 11.1 10.0 9.03 8.18 7.44 6.79 6.22
4X4 12.25 11.6 9.03 7.15 5.76 4.73 3.95 3.34 2.86 2.48
4X6 19.25 18.0 14.1 11.2 9.03 7.42 6.19 5.24 4.49 3.89
4X6 X 19.25 28.9 25.8 22.5 19.3 16.5 14.1 12.1 10.5 9.20 8.09 7.17 6.39 5.73 5.17 4.68 4.26 3.89
4X8 25.38 23.5 18.4 14.7 11.9 9.8 8.15 6.90 5.91 5.12
4X8 X 25.38 40.9 39.0 36.7 33.9 30.8 27.7 24.7 21.9 19.5 17.4 15.6 14.0 12.6 11.5 10.4 9.5 8.71
6X6 30.25 33.4 31.4 28.8 26.0 23.1 20.3 17.8 15.7 13.9 12.3 10.9 9.80 8.81 7.97 7.23 6.59 6.03
6X8 41.25 45.6 42.8 39.3 35.4 31.5 27.7 24.3 21.4 18.9 16.7 14.9 13.4 12.0 10.9 9.9 9.0 8.2
6X8 X 41.25 48.5 47.1 45.4 43.3 40.8 38.0 35.0 32.0 29.1 26.4 23.9 21.7 19.7 18.0 16.4 15.0 13.8
6X10 52.25 54.0 51.1 47.4 43.1 38.6 34.3 30.3 26.7 23.7 21.0 18.8 16.8 15.1 13.7 12.4 11.3 10.4
6X10 X 52.25 58.6 57.8 56.9 55.9 54.6 53.0 51.2 49.2 46.9 44.5 41.9 39.3 36.8 34.3 31.9 29.7 27.6
8X8 56.25 66.4 64.7 62.6 60.0 56.8 53.3 49.4 45.4 41.5 37.8 34.4 31.2 28.5 26.0 23.8 21.8 20.0
X INDICATES BRACED IN WEAK DIRECTION
ALL VALUES BASED ON DOUGLAS FIR-LARCH
No
.
1
GR
A
D
E
Co
n
s
t
No
.
2
No
.
2
No
.
2
PROJECT:
JOB NO.
POST AREA ALLOWABLE LOAD (KIPS)-UNSUPPORTED HEIGHT IN FT (LOAD TABLE 160%)
SIZE IN 2 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22
2X4 5.25 1.01
2X4 X 5.25 5.03 3.83 2.99 2.39 1.95 1.63 1.37 1.17 1.01
2X4 5.25 1.07
2X4 X 5.25 5.22 3.99 3.13 2.51 2.05 1.71 1.44 1.23 1.07
2X6 8.25 1.68
2X6 X 8.25 14.56 12.48 10.49 8.78 7.37 6.24 5.34 4.61 4.01 3.52 3.11 2.77 2.48 2.23 2.02 1.84 1.68
2X8 10.88 2.21
2X8 X 10.88 21.6 20.2 18.5 16.6 14.7 12.9 11.3 9.9 8.71 7.71 6.87 6.14 5.53 4.99 4.53 4.13 3.78
3X4 8.75 4.76 3.56 2.75 2.19 1.78
3X4 X 8.75 8.70 6.66 5.22 4.18 3.42 2.85 2.40 2.06 1.78
3X6 13.75 7.46 5.58 4.31 3.43 2.79
3X6 X 13.75 24.3 20.8 17.5 14.6 12.3 10.4 8.90 7.68 6.68 5.86 5.18 4.61 4.13 3.72 3.37 3.06 2.79
3X8 18.13 9.81 7.34 5.68 4.52 3.68
3X8 X 18.13 36.1 33.7 30.8 27.6 24.4 21.4 18.8 16.5 14.5 12.9 11.4 10.2 9.21 8.32 7.55 6.88 6.29
4X4 12.25 12.2 9.32 7.30 5.85 4.79 3.99 3.37 2.88 2.49
4X6 19.25 19.0 14.6 11.4 9.18 7.51 6.25 5.28 4.52 3.91
4X6 X 19.25 34.0 29.1 24.5 20.5 17.2 14.6 12.5 10.7 9.36 8.21 7.26 6.46 5.78 5.21 4.71 4.28 3.91
4X8 25.38 24.8 19.1 15.0 12.1 9.9 8.23 6.96 5.95 5.15
4X8 X 25.38 50.5 47.2 43.2 38.7 34.2 30.0 26.3 23.1 20.3 18.0 16.0 14.3 12.9 11.6 10.6 9.6 8.81
6X6 30.25 40.7 37.2 33.1 28.9 25.0 21.6 18.7 16.3 14.3 12.6 11.2 9.97 8.95 8.07 7.31 6.66 6.08
6X8 41.25 55.6 50.7 45.1 39.4 34.1 29.4 25.5 22.2 19.5 17.2 15.2 13.6 12.2 11.0 10.0 9.1 8.3
6X8 X 41.25 60.7 58.3 55.3 51.6 47.5 43.1 38.8 34.7 31.1 27.8 25.0 22.5 20.3 18.5 16.8 15.3 14.1
6X10 52.25 66.2 61.0 54.9 48.4 42.2 36.6 31.9 27.8 24.4 21.6 19.2 17.1 15.4 13.9 12.6 11.5 10.5
6X10 X 52.25 74.3 73.0 71.4 69.5 67.2 64.5 61.3 57.9 54.2 50.5 46.7 43.1 39.8 36.6 33.8 31.2 28.8
8X8 56.25 83.3 80.3 76.5 72.0 66.7 61.0 55.2 49.7 44.7 40.1 36.1 32.6 29.5 26.8 24.4 22.3 20.4
X INDICATES BRACED IN WEAK DIRECTION
ALL VALUES BASED ON DOUGLAS FIR-LARCH
No
.
1
GR
A
D
E
Co
n
s
t
No
.
2
No
.
2
No
.
2
ROOF FRAMING PLAN
Wood Beam
LIC# : KW-06019792, Build:20.24.04.09 EC + Associates Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:R.R-1
Project File: 25-422 1414 W EDINGER AVE.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0250, Lr = 0.020 ksf, Tributary Width = 1.333 ft, (ROOF LOADS)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.994: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 9.625 ft
49.28 psi=
=
1,125.00 psi
2x12Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 2x12
Maximum Shear Stress Ratio 0.219 : 1
0.000 ft=
=
1,118.03 psi
Maximum Deflection
0
<360
332
Ratio =0 <180
Max Downward Transient Deflection 0.291 in
793
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.695 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 19.250 ft 1 0.802 0.177 0.90 1.000 1.001.00 1.00 1.71 649.7 810.0 0.32 162.01.00 28.61.00
1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.250 ft 1 0.994 0.219 1.25 1.000 1.001.00 1.00 2.95 1,118.0 1,125.0 0.55 225.01.00 49.31.00
1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.250 ft 1 0.890 0.196 1.25 1.000 1.001.00 1.00 2.64 1,000.9 1,125.0 0.50 225.01.00 44.11.00
1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.250 ft 1 0.271 0.060 1.60 1.000 1.001.00 1.00 1.03 389.8 1,440.0 0.19 288.01.00 17.21.00
.
Wood Beam
LIC# : KW-06019792, Build:20.24.04.09 EC + Associates Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:R.R-1
Project File: 25-422 1414 W EDINGER AVE.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.6945 9.695 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.613 0.613
Max Upward from Load Combinations 0.613 0.613
Max Upward from Load Cases 0.356 0.356
D Only 0.356 0.356
+D+Lr 0.613 0.613
+D+0.750Lr 0.548 0.548
+0.60D 0.214 0.214
Lr Only 0.257 0.257
Wood Beam
LIC# : KW-06019792, Build:20.24.04.09 EC + Associates Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:RB2 WITH SISTER 2x12 RAFTERS
Project File: 25-422 1414 W EDINGER AVE.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
iLevel Truss Joist
Parallam PSL 2.2E
2,900.0
2,900.0
2,900.0
750.0
2,200.0
1,118.19
290.0
2,025.0 45.070
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0250, Lr = 0.020 ksf, Tributary Width = 0.6665 ft, (ROOF LOADS)
Uniform Load : D = 0.0250, Lr = 0.020 ksf, Tributary Width = 2.250 ft, (ROOF LOADS)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.171: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 9.625 ft
27.54 psi=
=
3,651.06 psi
6.50 X 11.250Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
362.50 psi==
Section used for this span 6.50 X 11.250
Maximum Shear Stress Ratio 0.076 : 1
0.000 ft=
=
624.84 psi
Maximum Deflection
0
<360
818
Ratio =0 <180
Max Downward Transient Deflection 0.107 in
2162
Ratio =>=360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.282 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 19.250 ft 1 0.148 0.066 0.90 1.007 1.001.00 1.00 4.44 388.4 2,628.8 0.83 261.01.00 17.11.00
1.00+D+Lr 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.250 ft 1 0.171 0.076 1.25 1.007 1.001.00 1.00 7.14 624.8 3,651.1 1.34 362.51.00 27.51.00
1.00+D+0.750Lr 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.250 ft 1 0.155 0.069 1.25 1.007 1.001.00 1.00 6.46 565.7 3,651.1 1.22 362.51.00 24.91.00
1.00+0.60D 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 19.250 ft 1 0.050 0.022 1.60 1.007 1.001.00 1.00 2.66 233.0 4,673.4 0.50 464.01.00 10.31.00
.
Wood Beam
LIC# : KW-06019792, Build:20.24.04.09 EC + Associates Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:RB2 WITH SISTER 2x12 RAFTERS
Project File: 25-422 1414 W EDINGER AVE.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.2823 9.695 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 1.483 1.483
Max Upward from Load Combinations 1.483 1.483
Max Upward from Load Cases 0.922 0.922
D Only 0.922 0.922
+D+Lr 1.483 1.483
+D+0.750Lr 1.343 1.343
+0.60D 0.553 0.553
Lr Only 0.561 0.561
Wood Beam
LIC# : KW-06019792, Build:20.24.04.09 EC + Associates Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:R.R-1 OPPOSITE DIRECTION
Project File: 25-422 1414 W EDINGER AVE.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0250, Lr = 0.020 ksf, Tributary Width = 1.333 ft, (ROOF LOADS)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.054: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 2.250 ft
7.43 psi=
=
1,125.00 psi
2x12Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
225.00 psi==
Section used for this span 2x12
Maximum Shear Stress Ratio 0.033 : 1
3.564 ft=
=
61.10 psi
Maximum Deflection
0
<360
26036
Ratio =0 <180
Max Downward Transient Deflection 0 in
0
Ratio =<360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.002 in Ratio =>=180
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
n/a
n/a
Span: 1 : +D+Lr
n/a
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 4.50 ft 1 0.044 0.027 0.90 1.000 1.001.00 1.00 0.09 35.5 810.0 0.05 162.01.00 4.31.00
1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 4.50 ft 1 0.054 0.033 1.25 1.000 1.001.00 1.00 0.16 61.1 1,125.0 0.08 225.01.00 7.41.00
1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 4.50 ft 1 0.049 0.030 1.25 1.000 1.001.00 1.00 0.14 54.7 1,125.0 0.07 225.01.00 6.71.00
1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 4.50 ft 1 0.015 0.009 1.60 1.000 1.001.00 1.00 0.06 21.3 1,440.0 0.03 288.01.00 2.61.00
.
Wood Beam
LIC# : KW-06019792, Build:20.24.04.09 EC + Associates Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:R.R-1 OPPOSITE DIRECTION
Project File: 25-422 1414 W EDINGER AVE.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr 1 0.0021 2.266 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.143 0.143
Max Upward from Load Combinations 0.143 0.143
Max Upward from Load Cases 0.083 0.083
D Only 0.083 0.083
+D+Lr 0.143 0.143
+D+0.750Lr 0.128 0.128
+0.60D 0.050 0.050
Lr Only 0.060 0.060
Wood Beam
LIC# : KW-06019792, Build:20.24.04.09 EC + Associates Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:RB1
Project File: 25-422 1414 W EDINGER AVE.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
iLevel Truss Joist
Parallam PSL 2.2E
2,900.0
2,900.0
2,900.0
750.0
2,200.0
1,118.19
290.0
2,025.0 45.070
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.0250, Lr = 0.020 ksf, Tributary Width = 1.333 ft, (ROOF LOADS)
Load for Span Number 2
Point Load : D = 4.070, Lr = 4.470 k @ 4.250 ft, (EXISTING BEAM)
Uniform Load : D = 0.0250, Lr = 0.020 ksf, Tributary Width = 1.333 ft, (ROOF LOADS)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.552: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 9.833 ft
112.54 psi=
=
3,651.06 psi
10.50 X 11.250Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+Lr
=
=
=
362.50 psi==
Section used for this span 10.50 X 11.250
Maximum Shear Stress Ratio 0.310 : 1
9.833 ft=
=
2,013.90 psi
Maximum Deflection
1599
>=360
222
Ratio =848 >=180
Max Downward Transient Deflection 0.239 in
426
Ratio =>=360
Max Upward Transient Deflection -0.074 in Ratio =
Max Downward Total Deflection 0.456 in Ratio =>=180
Max Upward Total Deflection -0.139 in
fb: Actual
F'b
fv: Actual
F'v
Span: 2 : Lr Only
Span: 1 : Lr Only
Span: 2 : +D+Lr
Span: 1 : +D+Lr
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0
1.00Length = 9.833 ft 1 0.370 0.209 0.90 1.007 1.001.00 1.00 17.93 971.6 2,628.8 4.30 261.01.00 54.61.00
1.00Length = 4.250 ft 2 0.370 0.209 0.90 1.007 1.001.00 1.00 17.93 971.6 2,628.8 4.30 261.01.00 54.61.00
1.00+D+Lr 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.833 ft 1 0.552 0.310 1.25 1.007 1.001.00 1.00 37.17 2,013.9 3,651.1 8.86 362.51.00 112.51.00
1.00Length = 4.250 ft 2 0.552 0.310 1.25 1.007 1.001.00 1.00 37.17 2,013.9 3,651.1 8.86 362.51.00 112.51.00
Wood Beam
LIC# : KW-06019792, Build:20.24.04.09 EC + Associates Engineering (c) ENERCALC INC 1983-2023
DESCRIPTION:RB1
Project File: 25-422 1414 W EDINGER AVE.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C iCLx CCCMCF rt
Shear ValuesMax Stress Ratios
M CDV fbM fvF'b V F'vSegment Length Cfu
1.00+D+0.750Lr 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.833 ft 1 0.480 0.271 1.25 1.007 1.001.00 1.00 32.36 1,753.3 3,651.1 7.72 362.51.00 98.11.00
1.00Length = 4.250 ft 2 0.480 0.271 1.25 1.007 1.001.00 1.00 32.36 1,753.3 3,651.1 7.72 362.51.00 98.11.00
1.00+0.60D 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 9.833 ft 1 0.125 0.071 1.60 1.007 1.001.00 1.00 10.76 582.9 4,673.4 2.58 464.01.00 32.81.00
1.00Length = 4.250 ft 2 0.125 0.071 1.60 1.007 1.001.00 1.00 10.76 582.9 4,673.4 2.58 464.01.00 32.81.00
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+Lr10.0000 0.000 -0.1391 5.768
+D+Lr 2 0.4558 4.250 0.0000 5.768
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 13.209
Max Upward from Load Combinations 13.209
Max Upward from Load Cases 6.671
Max Downward from all Load Conditio -3.304
Max Downward from Load Combinations -3.304
Max Downward from Load Cases (Resis -1.825
D Only -1.478 6.538
+D+Lr -3.304 13.209
+D+0.750Lr -2.847 11.541
+0.60D -0.887 3.923
Lr Only -1.825 6.671
PROJECT:
Bar #Area (in2)
Soil Bearing Pressure:Miscellaneous:3 0.11
q =1500 psf column footprint =4 in 4 0.20
qu = q x 1.6 =2400 psf steel spacing factor =10 5 0.31
(for selection of steel spacing vs. size only) 6 0.44
Material Strengths:7 0.60
concrete =2500 psi Notes:8 0.78
fy =60 ksi Assumes Pu = 1.6 (DL + LL)9 1.00
10 1.23
11 1.56
Mark: Size Thick Pmax Depth Mu a As As As min As
(ft) -SQ. (in) (k) (in)Vact (k)Vall (k)OK?Vact (k)Vall (k)OK? (k-in) (in) (Req'd)(200/Fy)(.0018) Use USE:
1.5 12 3.04 8 0.0 12.2 Y 2.7 65.3 Y 7 0.02 0.02 0.72 0.39 0.39 2 # 4
2.0 12 5.40 8 0.7 16.3 Y 6.5 65.3 Y 18 0.05 0.04 0.96 0.52 0.52 3 # 4
2.5 12 8.44 8 2.3 20.4 Y 11.3 65.3 Y 38 0.08 0.09 1.20 0.65 0.65 4 # 4
3.0 12 12.15 8 4.3 24.5 Y 17.3 65.3 Y 69 0.13 0.16 1.44 0.78 0.78 4 # 4
3.5 12 16.5 8 6.9 28.6 Y 24.3 65.3 Y 114 0.18 0.27 1.68 0.91 0.91 5 # 4
4.0 12 21.6 8 10.1 32.6 Y 32.4 65.3 Y 174 0.24 0.41 1.92 1.04 1.04 6 # 4
4.5 12 27.3 8 13.8 36.7 Y 41.6 65.3 Y 253 0.31 0.60 2.16 1.17 1.17 4 # 5
5.0 12 33.8 8 18.0 40.8 Y 51.8 65.3 Y 353 0.39 0.84 2.40 1.30 1.30 5 # 5
5.5 12 40.8 8 22.8 44.9 Y 63.2 65.3 Y 476 0.49 1.14 2.64 1.43 1.51 5 # 5
6.0 15 47.3 11 24.2 67.3 Y 72.3 112.2 Y 607 0.41 1.04 3.60 1.94 1.94 7 # 5
ONE WAY SHEAR: TWO WAY SHEAR:
FOUNDATION PLAN
JOB 6697 PALO VERDE PL
ENGR. EC JOB NO. 25-257 SHEET NO.
SPREAD FOOTINGS
P1 =K
P2 =K
P3 =K
P4 =K
USE:TYPE 3.0 FOOTING
P1 =K
P2 =K
P3 =K
P4 =K
USE:TYPE 3.0 FOOTING
P1 =K
P2 =K
P3 =K
P4 =K
USE:TYPE 3.0 FOOTING
P1 =K
P2 =K
P3 =K
P4 =K
P ALLOW.=K USE:TYPE 2.0 FOOTING
P1 =K
P2 =K
P3 =K
P4 =K
P ALLOW.=K USE:TYPE 3.5 FOOTING
0
0
9.389
12.15
9.34
8.856
12.15
F1
9.389
0
0
F2
F3
0
12.15
0
0
0
0
9.34
8.856
F5
1.83
0
F4
1.48
3.31
5.4
0
16.538
6.54
6.67
0
013.21
FOUNDATION CALCS.