HomeMy WebLinkAbout1401 S Lowell St - PlanSHEET
NUMBER
CONSULTANT
REVISIONS
The above drawings, specifications, ideas, and
arrangements represented thereby are and shall remain
property of G Design and no part thereof shall be copied,
disclosed to others or used in connection with any other
project other than the specific project for which they have
been prepared and developed, without the written
consent of G Design. Visual contact with these
drawings or specifications shall constitute conclusive
evidence of acceptance of these restrictions. Written
dimensions on these drawings shall have precedence
over scaled dimensions. Contractors shall verify and be
responsible for all dimensions and conditions on the job,
and this office must be notified of any variations from the
dimensions and conditions shown by these drawings.
Shop details must be submitted to this office for
approval before proceding with fabrication.
2024
DATE
SCALE
DRAWN
JOB no.
GQ
A-001
TI
T
L
E
S
H
E
E
T
PATIO
COVER
1401 S. LOWELL STREET
SANTA ANA, CA 92707
AUG 27, 2024
GIOVANNI QUINTERO
167 OAHU WAY
PLACENTIA, CA 92870
TELEPHONE: 310 749.7536
E-MAIL: LOOKING4GIO@GMAIL.COM
APRIL 1, 2024
44'-0"
39
'
-
7
"
1
6
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1
/
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5'
-
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"
5'-0"
5'-7"
(E) ADU
W. BORCHARD AVE
(N) PATIO COVER
PROPERTY LINE 134.79'
PROPERTY LINE 134.79'
PR
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8
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LO
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(E) SINGLE
FAMILY RESIDENCE
LANDSCAPE
LANDSCAPE
LANDSCAPE
DRIVEWAY
2%
S
L
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2% SLOPE
2% SLOPE
2% SLOPE
2%
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2%
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PROPOSED SITE PLAN
SCALE 1/8" = 1'-0" N
PROJECT DIRECTORY
OWNER: RAYMOND LUGO
1401 S LOWELL STREET
SANTA ANA, CA 92707
DESIGNER: GIOVANNI QUINTERO
G DESIGN
167 OAHU WAY
PLACENTIA, CA 92870
TEL: 310-749-7536
EMAIL: LOOKING4GIO@GMAIL.COM
TITLE 24: EC SERVICES
5702 HERSHOLT AVE
LAKEWOOD, CA 90712
TEL: 562-461-3749
SCOPE OF WORK
(E) SINGLE FAMILY RESIDENCE
-PROPOSED PATIO COVER 549 sqft
CODE INFORMATION
BUILDING CODES
2022 CALIFORNIA RESIDENTIAL BUILDING CODE
2022 CALIFORNIA BUILDING CODE
2022 CALIFORNIA ELECTRICAL CODE
2022 CALIFORNIA MECHANICAL CODE
2022 CALIFORNIA PLUMBING CODE
2022 CALIFORNIA ENERGY EFFICIENCY STANDARDS
2022 CALIFORNIA GREEN BUILDING STANDARDS CODE
CONSTRUCTION TYPE: TYPE VB
OCCUPANCY TYPE: R3 / U
SPRINKLERS: NO
LOT AREA: 8,195 sqft
ASS PARCEL NO.:
TRACT:
BLOCK:
ARB:
LOT:
FLOOR AREA RATIO
EXISTING DWELLING
(E) SQFT (N) SQFT TOTAL
EXISTING ADU
1,630
360
LOT SIZE: 8,195 sqft / FAR: 2,539 = 30% LOT COVERAGE
VICINITY MAP
PROPOSED PATIO 549
1,630
360
549
Bldg #101120696
APPROVALS:
PLNG - P. Raj
BLDG - G. Huang
PUBLIC WORKS - Y Soto
1401 S Lowell St
11/13/2024
SHEET
NUMBER
CONSULTANT
REVISIONS
The above drawings, specifications, ideas, and
arrangements represented thereby are and shall remain
property of G Design and no part thereof shall be copied,
disclosed to others or used in connection with any other
project other than the specific project for which they have
been prepared and developed, without the written
consent of G Design. Visual contact with these
drawings or specifications shall constitute conclusive
evidence of acceptance of these restrictions. Written
dimensions on these drawings shall have precedence
over scaled dimensions. Contractors shall verify and be
responsible for all dimensions and conditions on the job,
and this office must be notified of any variations from the
dimensions and conditions shown by these drawings.
Shop details must be submitted to this office for
approval before proceding with fabrication.
2024
DATE
SCALE
DRAWN
JOB no.
GQ
A-002
PL
A
N
S
A
N
D
E
L
E
V
A
T
I
O
N
S
PATIO
COVER
1401 S. LOWELL STREET
SANTA ANA, CA 92707
AUG 27, 2024
GIOVANNI QUINTERO
167 OAHU WAYPLACENTIA, CA 92870
TELEPHONE: 310 749.7536
E-MAIL: LOOKING4GIO@GMAIL.COM
APRIL 1, 2024
16
"
13
'
-
6
1
/
2
"
16
"
10'-10 1/4"10'-10 1/4"10'-10 1/4"
14
'
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1
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1
/
2
"
16"9'-6 1/4"16"9'-6 1/4"16"9'-6 1/4"16"
16
'
-
2
1
/
2
"
33'-10 1/2"
6"
33'-10 1/2"
6"
6"
16
'
-
2
1
/
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"
6"
17
'
-
2
1
/
2
"
34'-10 1/2"
(N) PATIO COVER
CL CL CL CL
CL
CL
W E
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S
W E
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3'
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4'
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8
"
3'
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11
'
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9
"
7'
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8
"
16"
1"
33'-10 1/2"
10'-10 1/4"10'-10 1/4"10'-10 1/4"
16'-2 1/2"
14'-10 1/2"
3'
-
0
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4'
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8
"
3'
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1
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11
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9
1
/
2
"
7'
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6"
CL CL CL CL
CL CL
4 12
Cool Weathered Wood
Speci!cations
1 See GAF Shingle & Accessory Limited Warranty for complete coverage and
restrictions. The word “Lifetime” refers to the length of coverage provided by
the GAF Shingle & Accessory Limited Warranty and means as long as the
original individual owner(s) of a single-family detached residence [or the second
owner(s) in certain circumstances] owns the property where the shingles are
installed. For owners/structures not meeting the above criteria, Lifetime coverage
is not applicable.
2 This wind speed coverage requires special installation; see GAF Shingle
& Accessory Limited Warranty for details.
3 StainGuard® algae protection is available only on shingles sold in packages
bearing the StainGuard® logo. Products with StainGuard® algae protection are
covered by a 10-year limited warranty against blue-green algae discoloration.
See GAF Shingle and Accessory Limited Warranty for complete coverage
and restrictions.
4 Energy cost savings are not guaranteed and the amount of savings may vary
based on climate zone, utility rates, radiative properties of roofing products,
insulation levels, HVAC equipment efficiency, and other factors.
5 Subject to eligibility requirements and loan approval. Terms and conditions
apply. See www.renovateamerica.com for more information.
NOTE: This product is not available in Canada.
• Fiberglass asphalt construction
• Lifetime limited transferable warranty1
• Smart Choice® Protection for the !rst
10 years1
• 130 mph limited wind coverage2
• StainGuard® algae protection3
• ENERGY STAR® certi!ed (U.S. only)4
• Can be used to comply with 2016
Title 24, Part 6, Cool Roof Requirements
of the California Code of Regulations
• Meets Green Building Standards Code
of Los Angeles County for Residential
Buildings
• Rated by the Cool Roof Rating
Council (CRRC)
• Texas Department of Insurance listed
• Miami-Dade County Product
Control approved
• State of Florida approved
• May be eligible for HERO Program
!nancing in California5
Re"ectance & Emittance Data
Color Solar
Re#ectance
Thermal
Emittance
Solar
Re#ectance
Index (SRI)
Cool
Antique
Slate
0.28 (Initial)
0.26 (Aged)
0.92 (Initial)
0.91 (Aged)
30 (Initial)
27 (Aged)
Cool
Barkwood
0.27 (Initial)
0.26 (Aged)
0.90 (Initial)
0.92 (Aged)
28 (Initial)
28 (Aged)
Cool
Weathered
Wood
0.28 (Initial)
0.27 (Aged)
0.92 (Initial)
0.90 (Aged)
30 (Initial)
28 (Aged)
CRRC Product ID# 0676-0042a
E N E R G Y –S A V I N G S H I N G L E S
Timberline® Cool Series® Shingles May Help
Reduce Cooling Costs!1
Want to know a cool secret?
It used to be that only shingles with white roo!ng
granules were considered “cool” by energy-saving
standards. But thanks to our proprietary cool granules
and unique formulas, Timberline® Cool Series® Shingles
have greater re"ectance than our traditional shingles.
Our specially designed granules re"ect more light
to lower the roof temperature and help reduce the
transfer of heat to the space below — to help keep
you cooler!
Mineral Core
Proprietary Outer Coating
• Re"ects infrared (invisible)
and UV (visible) light to
help keep your roof cool
Our most re!ective shingle!
When the sun’s rays blaze down on your home,
your roof absorbs light and heat transfers into your
house, which impacts the amount of energy you
use for air conditioning.
Our Timberline® Cool Series® Shingles are highly
re"ective and help reduce the amount of heat
transferred into your home to help your home
stay cooler during the hot summer months!
Timberline® Cool Series® Shingles may also help
you save on cooling costs.1
Thanks to the re"ective nature of Timberline® Cool Series® Shingles, part of the heat radiating from the sun gets re"ected, helping to reduce the heat in the attic and heat going into the house. It may translate into savings on air-conditioning bills.1
120˚F
90˚F 90˚F
140˚F
70˚F 70˚F
Conventional Roofs Cool Roofs Bene"ts
• Helps Reduce Cooling Costs… Cool roofs may help
you save on cooling costs1
• Rebates… Some utility companies may provide
incentives for using cool shingles
• Highest Roo"ng Fire Rating… UL Class A, Listed to
ANSI/UL 790
• High Performance… Designed with Advanced
Protection® Shingle Technology, which reduces the use
of natural resources while providing excellent protection
for your home (visit gaf.com/aps to learn more)
• StainGuard® Algae Protection... Helps protect the
beauty of your roof against unsightly blue-green
algae discoloration2
• Stays in Place… Dura Grip™ Adhesive seals each
shingle tightly and reduces the risk of shingle blow-off.
Shingles warranted to withstand winds up to 130 mph
(this wind speed coverage requires special installation;
see GAF Shingle & Accessory Limited Warranty
for details)
• Peace of Mind… Lifetime limited transferable warranty
with Smart Choice® Protection (non-prorated material
and installation labor coverage) for the !rst ten years3
• Perfect Finishing Touch… Use TimberCrest™ Premium
SBS-Modi!ed Ridge Cap Shingles or Seal-A-Ridge®
Ridge Cap Shingles4
U.S. only
1 Energy cost savings are not guaranteed and the amount of savings may vary based on climate zone, utility rates,
radiative properties of roofing products, insulation levels, HVAC equipment efficiency, and other factors.
2 StainGuard® algae protection is available only on shingles sold in packages bearing the StainGuard® logo. Products
with StainGuard® algae protection are covered by a 10-year limited warranty against blue-green algae discoloration.
See GAF Shingle and Accessory Limited Warranty for complete coverage and restrictions.
3 See GAF Shingle & Accessory Limited Warranty for complete coverage and restrictions. The word “Lifetime” refers to
the length of coverage provided by the GAF Shingle & Accessory Limited Warranty and means as long as the original
individual owner(s) of a single-family detached residence [or the second owner(s) in certain circumstances] owns
the property where the shingles are installed. For owners/structures not meeting the above criteria, Lifetime coverage
is not applicable.
4 These products are not available in all areas. See www.gaf.com/ridgecapavailability for details.
2
PROPOSED ROOF PLAN
SCALE 1/4" = 1'-0"N
PROPOSED ELEVATIONS
SCALE 1/4" = 1'-0"
WEST ELEVATION
NORTH ELEVATION
SOUTH ELEVATION
SOUTH ELEVATION
ROOF INFORMATIONPROPOSED FLOOR PLAN
SCALE 1/4" = 1'-0"N
1401 S Lowell St
11/13/2024
GENERAL NOTES FOR STRUCTURAL OBSERVATION:
1.STRUCTURAL OBSERVATION IS REQUIRED FOR THE STRUCTURAL SYSTEM IN
ACCORDANCE WITH THE INFORMATION BULLETIN NO. IB/P/BC 2017-024. STRUCTURAL
OBSERVATION IS THE VISUAL OBSERVATION AT THE CONSTRUCTION SITE OF THE
ELEMENTS AND CONNECTIONS OF THE STRUCTURAL SYSTEM AT SIGNIFICANT
CONSTRUCTION STAGES AND THE COMPLETE STRUCTURE FOR GENERAL
CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS. STRUCTURAL
OBSERVATION DOES NOT WAIVE THE RESPONSIBILITY FOR THE INSPECTIONS REQUIRED
OF THE BUILDING INSPECTOR OR THE DEPUTY INSPECTOR.
2.THE OWNER SHALL EMPLOY A STATE OF CALIFORNIA REGISTERED CIVIL OR
STRUCTURAL ENGINEER OR LICENSED ARCHITECT TO PERFORM THE STRUCTURAL
OBSERVATION. THE DEPARTMENT OF BUILDING AND SAFETY RECOMMENDS THE USE OF
THE ENGINEER OR ARCHITECT RESPONSIBLE FOR THE STRUCTURAL DESIGN WHO ARE
INDEPENDENT OF THE CONTRACTOR.
3.THE STRUCTURAL OBSERVER SHALL PROVIDE EVIDENCE OF EMPLOYMENT BY THE
OWNER OR THE OWNER'S REPRESENTATIVE. A LETTER FROM THE OWNER, THE
OWNER'S REPRESENTATIVE, OR A COPY OF THE AGREEMENT FOR SERVICES SHALL BE
SENT TO THE BUILDING INSPECTOR BEFORE THE FIRST SITE VISIT.
4.THE OWNER OR OWNER'S REPRESENTATIVE SHALL COORDINATE AND CALL FOR A
MEETING BETWEEN THE ENGINEER OR ARCHITECT RESPONSIBLE FOR THE
STRUCTURAL DESIGN, STRUCTURAL OBSERVER, CONTRACTOR, AFFECTED
SUBCONTRACTORS AND DEPUTY INSPECTORS. THE PURPOSE OF THE MEETING SHALL
BE TO IDENTIFY THE MAJOR STRUCTURAL ELEMENTS AND CONNECTIONS THAT AFFECT
THE VERTICAL AND LATERAL LOAD SYSTEMS OF THE STRUCTURE AND TO REVIEW
SCHEDULING OF THE REQUIRED OBSERVATIONS. A RECORD OF THE MEETING SHALL BE
INCLUDED IN THE FIRST OBSERVATION REPORT SUBMITTED TO THE BUILDING
INSPECTOR.
5.THE STRUCTURAL OBSERVER SHALL PERFORM SITE VISITS AT THOSE STEPS IN THE
PROGRESS OF THE WORK THAT ALLOW FOR CORRECTION OF DEFICIENCIES WITHOUT
SUBSTANTIAL EFFORT OR UNCOVERING OF THE WORK INVOLVED. AT A MINIMUM, THE
LISTED SIGNIFICANT CONSTRUCTION STAGES ON THE FOLLOWING STRUCTURAL
OBSERVATION/SIGNIFICANT CONSTRUCTION STAGES TABLE REQUIRE A SITE VISIT AND
AN OBSERVATION REPORT FROM THE STRUCTURAL OBSERVER.
6.THE STRUCTURAL OBSERVER SHALL PREPARE A REPORT OF THE STRUCTURAL
OBSERVATION REPORT FORM IN/FORM.08 (PART 1) FOR EACH SIGNIFICANT STAGE OF
CONSTRUCTION OBSERVED. THE ORIGINAL OF THE STRUCTURAL OBSERVATION
REPORT SHALL BE SENT TO THE BUILDING INSPECTOR'S OFFICE AND SHALL BE SIGNED
AND SEALED (WET STAMP) BY THE RESPONSIBLE STRUCTURAL OBSERVER. ONE COPY
OF THE OBSERVATION REPORT SHALL BE ATTACHED TO THE APPROVED PLANS. THE
COPY ATTACHED TO THE PLANS SHALL BE SIGNED AND SEALED (WET STAMP) BY THE
RESPONSIBLE STRUCTURAL OBSERVER OR THEIR DESIGNEE. COPIES OF THE REPORT
SHALL ALSO BE GIVEN TO THE OWNER, CONTRACTOR, AND DEPUTY INSPECTOR. ANY
DEFICIENCY NOTED ON THE OBSERVATION REPORT WILL BECOME THE RESPONSIBILITY
OF THE STRUCTURAL ENGINEER OF RECORD TO VERIFY ITS COMPLETION BY HIM (HER),
OR BY A REGISTERED DEPUTY INSPECTOR AT THE DISCRETION OF THE STRUCTURAL
OBSERVER.
7.A FINAL OBSERVATION REPORT AND THAT OF THE REGISTERED DEPUTY INSPECTOR
MUST BE SUBMITTED WHICH SHOWS THAT ALL OBSERVED DEFICIENCIES WERE
RESOLVED AND STRUCTURAL SYSTEM GENERALLY CONFORMS WITH THE APPROVED
PLANS AND SPECIFICATIONS. THE DEPARTMENT OF BUILDING AND SAFETY WILL NOT
ACCEPT THE STRUCTURAL WORK WITHOUT THIS FINAL OBSERVATION REPORT AND
THAT OF THE REGISTERED DEPUTY INSPECTOR (WHEN PROVIDED) AND THE
CORRECTION OF SPECIFIC DEFICIENCIES NOTED DURING NORMAL BUILDING
INSPECTION.
8.THE STRUCTURAL OBSERVER SHALL PROVIDE THE ORIGINAL STAMPED AND SIGNED
STRUCTURAL THE COUNTY OF LOS ANGELES OBSERVATION REPORT TO INSPECTOR.
9.WHEN THE OWNER ELECTS TO CHANGE THE STRUCTURAL OBSERVER OF RECORD, THE
OWNER SHALL:
A) NOTIFY THE BUILDING INSPECTOR IN WRITING BEFORE THE NEXT INSPECTION BY
SUBMITTING COMPLETED "STRUCTURAL OBSERVATION PROGRAM AND DESIGNATION OF
THE STRUCTURAL OBSERVER" FORM IN/FORM.08 (PART 2)
B) CALL AN ADDITIONAL PRECONSTRUCTION MEETING.
C) FURNISH THE REPLACEMENT STRUCTURAL OBSERVER WITH A COPY OF ALL
PREVIOUS OBSERVATION REPORTS. THE REPLACEMENT STRUCTURAL OBSERVER
SHALL APPROVE THE CORRECTION OF THE ORIGINAL OBSERVED DEFICIENCIES UNLESS
OTHERWISE APPROVED BY PLAN CHECK SUPERVISION. THE POLICY OF THE
DEPARTMENT SHALL BE TO CORRECT ANY PROPERTY NOTED DEFICIENCIES WITHOUT
CONSIDERATION OF THEIR SOURCE.
10. THE ENGINEER OR ARCHITECT OF RECORD SHALL DEVELOP ALL CHANGES RELATING TO
THE STRUCTURAL SYSTEMS. THE BUILDING DEPARTMENT SHALL REVIEW AND APPROVE
ALL CHANGES T6 THE APPROVED PLANS AND SPECIFICATIONS.
SHEET
NUMBER
CONSULTANT
The above drawings, specifications, ideas, and
arrangements represented thereby are and shall remain
property of GxG CO-op Design and no part thereof shall
be copied, disclosed to others or used in connection
with any other project other than the specific project for
which they have been prepared and developed, without
the written consent of GxG CO-op Design. Visual
contact with these drawings or specifications shall
constitute conclusive evidence of acceptance of these
restrictions. Written dimensions on these drawings shall
have precedence over scaled dimensions. Contractors
shall verify and be responsible for all dimensions and
conditions on the job, and this office must be notified of
any variations from the dimensions and conditions
shown by these drawings. Shop details must be
submitted to this office for approval before proceding
with fabrication.2021
DATE
SCALE
DRAWN
JOB no.
REVISIONS
INDICATED
FEB. 29, 2024
13637 RUTHER AVE. UNIT R
SOUTH GATE, CA 90280
TELEPHONE: 310 749.7536
E-MAIL: LOOKING4GIO@GMAIL.COM
GIOVANNI QUINTERO
1401 S. Lowell Street,
Santa Ana, CA 92707
NEW PATIO
COVER
GENERAL NOTES AND SPECIFICATIONS
WOOD
1- WOOD FRAMING GENERAL
PROVIDE DOUBLE JOISTS UNDER AND PARALLEL TO ALL BEARINGS PARTITIONS.
ALL BOLT HOLES SHALL DE DRILLED 1/32" TO 1/16" OVERSIZED.
2x12 JOISTS SHALL BE BLOCKED AT THE SUPPORTS AND AT 8 FEET o.c. (AND RAFTERS
GREATER THAN 10" DEPTHS AT THE SUPPORTS AND AT 10 FEET O.C.) WITH SOLID 2x
BLOCKING 2" SHALLOWER THAN JOISTS OR APPROVED METAL CROSS BRIDGING.
WOOD FRAMING MEMBERS: DOUGLAS FIR-LARCH N°2 UNLESS OTHERWISE MARKED ON
THE PLANS.
RAFTER TIES SPACED AT 4 FEET (MAX.) ON CENTER ARE REQUIRED IMMEDIATELY ABOVE
CEILING JOISTS WHICH ARE NOT PARALLEL TO THE RAFTERS.
NAILING SCHEDULE
CONNECTION FASTENING LOCATION
JOIST TO SILL OR GIRDER 3-8d TOENAIL
BRIDGING TO JOIST 2-10d TOENAIL EACH END
1"x6" SUBFLOOR OR LESS TO EA. JOIST 2-8d FACE NAIL
WIDER THAN 1"x8" SHEATHINGS TO EACH
BEARING 3-8d FACE NAIL
2" SUBFLOOR TO JOIST OR GIRDER 2-16d BLIND AND FACE NAIL
SOLE PLATE TO JOIST OR BLOCKING 16d @16" O.C.TYP. FACE NAIL
SOLE PLATE TO JOIST OR BLOCKING 2-16d @16" O.C.BRACED WALL PANELS
TOP PLATE TO STUD 2-16d END NAIL
STUD TO SOLE PLATE 4-8d TOE NAIL
2-16d END NAIL
DOUBLE STUDS 16d @24" O.C.FACE NAIL
DOUBLE TOP PLATES 16d @16" O.C.TYP. FACE NAIL
DOUBLE TOP PLATES 8-16d LAP SPLICE
BLOCKING BETWEEN JOISTS OR RAFTERS TO
TOP PLATE 3-8d TOE NAIL
RIM JOIST TO TOP PLATE 8d @6" O.C.TOE NAIL
TOP PLATES, LAPS AND INTERSECTIONS 2-16d FACE NAIL
CONTINUOUS HEADER, TWO PIECES 16d @16" O.C.EACH EDGE
CEILING JOISTS TO PLATE 3-8d TOE NAIL
CONTINUOUS HEADER TO STUD 4-8d TOE NAIL
CEILING JOISTS, LAPS OVER PARTITIONS 3-16d FACE NAIL
CEILING JOISTS TO PARALLEL RAFTERS 3-16d FACE NAIL
RAFTER TO PLATE 3-10d TOE NAIL
1"x BRACE TO EACH STUD AND PLATE 2-8d FACE NAIL
1"x6" SHEATHING OR LESS TO EACH BEARING 2-8d FACE NAIL
WIDER THAN 1"x8" SHEATHINGS TO EACH
BEARING 3-8d FACE NAIL
BUILT IT-UP CORNER STUDS 16d @24" O.C.
BUILT-UP GIRDER & BEAMS
20d @32" O.C.FACE NAIL TOP & BOTTOM
STAGGERED
2-20d ENDS
2"x PLANKS 2-16d EACH BEARING
WOOD SHEAR AND DIAPHRAGMS
COMMON NAILS SHALL BE USED FOR ALL DIAPHRAGMS AND SHEAR WALL NAILING.
ROOF SHEATHING: 1/2" 5/8" THICK PLYWOOD CDX WITH INDEX 32/16. 8d 10d NAILS @ 6"
o.c. AT PANELS EDGES, AND 8d NAILS @ 12" o.c. AT PANEL FIELD. ALLOW 1/8" SPACING
AT PANEL EDGES, UNLESS OTHERWISE RECOMMENDED BY THE PANEL
MANUFACTURER.
PLYWOOD DIAPHRAGMS: PRODUCT STANDARD PS 1-19, DOUGLAS FIR-LARCH.
WATERPROOFING: STUCCO OVER PLYWOOD SHEAR WALL WILL BE WATERPROOFED
WITH A MINIMUM OF TWO 15# (GRADE D) UNDERLAYMENTS.
ROOF DIAPHRAGM NAILING TO BE INSPECTED BEFORE COVERING. FACE GRAIN OF
PLYWOOD SHALL BE PERPENDICULAR TO SUPPORTS. FLOOR SHALL HAVE TONGUE AND
GROOVE OR BLOCKED PANELS EDGES. PLYWOOD SPANS SHALL CONFORM WITH TABLE
2304.8.(1) ON IBC 2021.
WOOD CONSTRUCTION
1.STRUCTURAL LUMBER SHALL BE GRADE-MARKED DOUGLAS FIR-LARCH:
RAFTER 2 TO 4 WIDE UP TO 6 DEEP Nº2
2 TO 4 WIDE, 8 OR LARGER Nº2
JOISTS 2 TO 4 WIDE, 6 AND DEEPER Nº2
BEAMS, PURLINS OVER 4 WIDE Nº1
SUB-PURLINS 2 TO 4 WIDE, 4 DEEP Nº1
LEDGERS Nº2
STUDS 2x4 OR 3x4 Nº2
STUDS 2x6 Nº2
POSTS Nº2
SILLS, PLATES AND BLOCKINGS Nº2
2.SILLS OR PLATES BEARING ON CONCRETE OR MASONRY WHICH IS WITHIN 48" OF
EARTH SHALL BE PRESSURE TREATED, OR EQUAL, WOOD SILL PLATES SHALL BE
BOLTED TO THE FOUNDATION WITH 5/8" DIAMETER x 10" BOLTS 4'-0" o.c. 12" MIN. FROM
ENDS, OR 2 BOLTS MIN. PER PIECE. WHERE DIFFERENT SIZES AND/OR SPACING ARE
REQUIRED, THEY SHALL GOVERN. INSTALL WITH 3"x3"x1/4" (OR 2"x2"x3/16") PLATE
WASHER AT EACH ANCHOR BOLT.
3.PARALLAM/GLUE LAM BEAMS MUST BE FABRICATED IN A LADBS LICENSED SHOP.
4.JOISTS SHALL BE BLOCKED AT SUPPORTS AND BRIDGED OR BLOCKED AT INTERVALS
OF 8 FT WHERE JOISTS ARE 2x12 OR DEEPER.
5.JOISTS UNDER NON-BEARING PARTITIONS SHALL BE DOUBLED, EXCEPT AS NOTED.
6.LAGBOLTS (& SCREWS) SHALL BE PRE-DRILLED TO SHANK DIAMETER AND FULL DEPTH
AND SCREWED (NOT DRIVEN) INTO PLACE.
7.CUT WASHERS SHALL BE PLACED UNDER HEADS AND NUTS OF ALL BOLTS AND UNDER
HEADS OF LAGBOLTS. ONE CUT WASHER SHALL BE USED FOR BOLTS CONNECTING
WOOD LEDGERS TO CONCRETE OR MASONRY WALLS.
8.ALL HARDWARE USED FOR WOOD CONNECTION SHALL BE SIMPSON STRONG-TIE
PRODUCTS. INSTALL PER MANUFACTURERS RECOMMENDATIONS. ALTERNATE
PRODUCTS WILL ONLY BE PERMITTED IF WRITTEN APPROVAL AND ACCEPTANCE IS
OBTAINED BY ENGINEER.
9.ALL LUMBER SHALL HAVE A MOISTURE CONTENT NOT TO EXCEED 19% AT THE TIME OF
FABRICATION OR CONSTRUCTION.
10.PROVIDE LEAD HOLE 40%-70% OF THREADED SHANK DIA. AND FULL DIA. FOR SMOOTH
SHANK PORTION.
11.PLACE 2" FIREBLOCKING IN STUD WALLS AT CEILING AND FLOOR LEVELS, AT EACH 10"
HEIGHT OF STUDS, AND BETWEEN STAIR STRINGERS AT SUPPORTS.
12.ALL DIAPHRAGMS AND SHEAR NAILING SHALL UTILIZE COMMON NAILS OR GALVANIZED
BOX.
13.ALL PARALLEL STRAND LUMBER (PSL)SHALL BE 2.0E, 2900Fb BYTRUS JOIST MACMILLAN.
PARAMETERS DESIGN, CBC 2022, LABC 2023
WIND DESIGN
1.BASIC WIND SPEED (3-SECOND GUST), MILES PER HOUR = 96
2.WIND IMPORTANCE FACTOR, I=1.0 AND OCCUPANCY CATEGORY = II
3.WIND EXPOSURE CATEGORY: B (CASE 1)
4.THE APPLICABLE INTERNAL PRESSURE COEFFICIENT =0.18
SEISMIC DESIGN
1.SEISMIC IMPORTANCE FACTOR, I=1.0 , AND OCCUPANCY CATEGORY = II
2.MAPPED SPECTRAL RESPONSE ACCELERATIONS, Ss=128.90%g AND S1=46.10%g
3.SITE CLASS = D
4.SPECTRAL RESPONSE COEFFICIENTS, SDS=1.031g AND SD1=0.400g
5.SEISMIC DESIGN CATEGORY=D
6.BASIC SEISMIC-FORCE-RESISTING SYSTEM(S)= WOOD POST SYSTEM
7.DESIGN BASE SHEAR = 5153 LBS
8.TOTAL BUILDING WEIGHT = 8238 LBS
9.SEISMIC RESPONSE COEFFICIENT(S), Cs=0.69
10.RESPONSE MODIFICATION FACTOR(s), R =1.5
11.ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE PROCEDURE
12.REDUNDANCY FACTOR USED = 1.3
BASIS OF DESIGN
ROOF DEAD LOAD = 9.00 PSF
CEILING DEAD LOAD = 7.00 PSF
ROOF LIVE LOAD = 20.00 PSF
CEILING LIVE LOAD = 10.00 PSF
CONCRETE & REINFORCING STEEL NOTES
CONCRETE FOUNDATION, FLOOR SLABS.
ALL CONCRETE SHALL ATTAIN THE FOLLOWING MINIMUM STRENGTHS AT 28 DAYS:
FOOTINGS AND SLAB-ON-GRADE = 2500 PSI.
BAR SPLICES IN CONCRETE SHALL BE LAP 40 BAR DIAMETERS MINIMUM, AND MAY BE
WIRED TOGETHER, UNLESS OTHERWISE NOTED ON PLANS.
REINFORCING STEEL
REINFORCING BARS SHALL CONFORM TO THE FOLLOWING ASTM RATING AND GRADE
TYPE FOR BAR SIZES LISTED:
#4 AND SMALLER ASTM A 615 GRADE 40 (MIN)
#5 AND LARGER ASTM A 615 GRADE 60
ADDITIONAL NOTES
1)CONTRACTORS RESPONSIBLE FOR THE CONSTRUCTION OF A WIND OR SEISMIC FORCE
RESISTING SYSTEM/COMPONENT LISTED IN THE "STATEMENT OF SPECIAL INSPECTION"
SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE LADBS INSPECTORS
AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON SUCH SYSTEM OR
COMPONENT PER SEC. 1709.1.
2)CONTINUOUS SPECIAL INSPECTION BY A REGISTERED DEPUTY INSPECTOR IS REQUIRED
FOR FIELD WELDING, CONCRETE STRENGTH f'c>2500 PSI, HIGH STRENGTH BOLTING,
SPRAYED-ON FIREPROOFING, ENGINEERED MASONRY, HIGH-LIFT GROUTING,
PRE-STRESSED CONCRETE, HIGH LOAD DIAPHRAGMS AND SPECIAL MOMENT-RESISTING
CONCRETE FRAMES.
3)IF ADVERSE SOIL CONDITIONS ARE ENCOUNTERED, A SOILS INVESTIGATION REPORT MAY
BE REQUIRED.
4)PERIODIC SPECIAL INSPECTION IS REQUIRED FOR WOOD SHEAR WALLS, SHEAR PANELS,
AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING, AND OTHER FASTENING
COMPONENTS OF THE SEISMIC FORCE RESISTING SYSTEM. SPECIAL INSPECTION BY A
DEPUTY INSPECTOR IS REQUIRED WHERE THE FASTENER SPACING OF THE SHEATHING IS
4 INCHES ON CENTER OR LESS.
5)FOUNDATION SILLS SHALL BE NATURALLY DURABLE OR PRESERVATIVE-TREATED WOOD.
6)BEAMS MUST BE FABRICATED IN A LADBS LICENSED SHOP. IDENTIFY GRADE SYMBOL AND
LAMINATION SPECIES PER T 5-A, 2005 NDS SUPP.
7)PROVIDE LEAD HOLE 40%-70% OF THREADED SHANK DIA. AND FULL DIA. FOR SMOOTH
SHANK PORTION.
8)A COPY OF THE LOS ANGELES RESEARCH REPORT AND/OR CONDITIONS OF LISTING
SHALL BE MADE AVAILABLE AT THE JOB SITE.
9)ROOF DIAPHRAGM NAILING TO BE INSPECTED BEFORE COVERING. FACE GRAIN OF
PLYWOOD SHALL BE PERPENDICULAR TO SUPPORTS. FLOOR SHALL HAVE TONGUE AND
GROOVE OR BLOCKED PANEL EDGES. PLYWOOD SPANS SHALL CONFORM WITH TABLE
2304.8.(1) ON IBC 2021.
10)ALL DIAPHRAGM AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS OR
GALVANIZED BOX.
11)ALL BOLT HOLES SHALL BE DRILLED 132" TO 116" OVERSIZED.
NEW PATIO COVER
PROJECT ADDRESS:
Description of Work:
Owner:Architect:Engineer:
PERMIT APPL. NO.:
STRUCTURAL OBSERVATION
(ONLY CHECKED ITEMS ARE REQUIRED)
Firm or Individual to be responsible for the Structural Observation:
Name:
FOUNDATION WALL FRAME DIAPHRAGM
Concrete
Masonry
Wood
Others:
Footing, Stem Walls, Piers
Mat Foundation
Caisson, Piles, Grade Beams
Stepp'g/Retain'g Foundation,
Hillside Special Anchors
Others:
Concrete
Steel Deck
Wood
Others:
Steel Moment Frame
Steel Braced Frame
Concrete Moment Frame
Masonry Wall Frame
Others: HFX
DECLARATION BY OWNER
I, the Owner of the project, declare that the above listed firm or individual is hired
by me to be the Structural Observer.
Signature Date
Phone:Calif. Registration:
NOTE:
STRUCTURAL ENGINEER SHALL BE
NOTIFIED OF ANY SITE MEETING OR
STRUCTURAL OBSERVATION AT LEAST
48 HRS IN ADVANCE OF APPOINTMENT
DATE.
1401 Lowell St., Santa Ana, CA 92707
STRUCTURAL OBSERVATION PROGRAM
AND DESIGNATION OF THE
STRUCTURAL OBSERVER
SOIL INFORMATION DEFAULT
EARTH MATERIAL
PARAMETERS
FOUNDATION BEARING
PRESSURE 1500 PSF
COEFFICIENT OF FRICTION (1)0.25
PASSIVE EARTH PRESSURE
(EFP)100 PCF
MAXIMUM PASSIVE EARTH
PRESSURE 1500 PSF
CONVENTIONAL
CONTINUOUS FOOTING
DESIGN
MINIMUM FOUNDATION DEPTH 24 IN.
INDEPENDENT (PAD)
FOOTING DESIGN
MINIMUM EMBEDMENT DEPTH
INTO BEARING MATERIAL 24 IN.
NOTE: (1) WHEN COMBINING FRICTIONAL RESISTANCE AND PASSIVE PRESSURE, THE
PASSIVE PRESSURE COMPONENT SHALL BE REDUCED BY ONE-THIRD.
SPECIAL INSPECTIONS TABLE
INSPECTION TASK
FREQUENCY OF
INSPECTION
CONTINUOUS
DURING TASK
LISTED
*PERIODICALLY
DURING TASK
LISTED
REINFORCING STEEL
A- FORMWORK FOR SHAPE, LOCATION 6 DIMENSIONS OF
THE CONCRETE MEMBER BEING FORMED -X
B- VERIFY FOUNDATION EXCAVATIONS ARE EXTENDED TO
PROPER DEPTH -X
* PERIODIC SPECIAL INSPECTION: PART-TIME OBSERVATION OF WORK BY A DEPUTY
INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK HAS BEEN OR IS BEING
PERFORMED AND AT THE COMPLETION OF WORK.
SHEET INDEX
S-1.1 GENERAL NOTES & SPECIAL INSPECTIONS
S-2.1 STRUCTURAL PLANS
S-3.1 FRAMING & FOUNDATION DETAILS
S-4.1 TYP. FRAMING DETAILS
S-1.1
GE
N
E
R
A
L
N
O
T
E
S
&
SP
E
C
I
A
L
I
N
S
P
E
C
T
I
O
N
U HANGER ESR-2552
FRAMING CLIPS ESR-3096
SHOT PINS ESR-1799
CC COLUMN CAP ESR-2604
STRAP ESR-2105
RESEARCH REPORT- ICC-ES#
Wood Knee Brace
1401 S Lowell St
11/13/2024
SCALE: 1/4" = 1'-0"
FOUNDATION PLAN
1 2 3 4
A
B
CONC. SLAB
ON GRADE
SEE NOTE #7
[F1] 2'-3"SQ.x24''D
w/ (4) #5 E.W
AT BOTTOM
[F1] 2'-3"SQ.x24''D
w/ (4) #5 E.W
AT BOTTOM
[F1] 2'-3"SQ.x24''D
w/ (4) #5 E.W
AT BOTTOM
[F1] 2'-3"SQ.x24''D
w/ (4) #5 E.W
AT BOTTOM
5
S3.1 TYP.5
S3.1 TYP.
5
S3.1 TYP.5
S3.1 TYP.
13
S3.1TYP.
13
S3.1TYP.
13
S3.1TYP.13
S3.1 TYP.
FOUNDATION NOTES
1.ALL POSTS SHALL BE CONNECTED TO SILL PLATE WITH "A35" AT EA. SIDE
TYP. UNLESS HARDWARE IS NOTED ON PLAN.
2.ALL FOOTING SHALL HAVE F'c = 2500 PSI UNLESS NOTED OTHERWISE.
3.ALL BOLT HOLES SHALL BE DRILLED A MAXIMUM OF 1/16" OVERSIZED.
INSPECTOR TO VERIFY.
4.FOUNDATION SILL SHALL BE NATURALLY DURABLE OR
PRESERVATIVE-TREATED WOOD. FIELD-CUT ENDS, NOTCHES AND DRILLED
HOLES OF PRESERVATIVE-TREATED WOOD SHALL BE FIELD-TREATED PER
AWPA M4.
5.CONTRACTOR TO VERIFY ALL DIMENSIONS & ELEVATIONS WITH
ARCHITECTURAL PLANS PRIOR TO STARTING ANY WORK.
6.FASTENERS IN PRESERVATIVE TREATED WOOD OR FIRE RETARDANT
TREATED WOOD SHALL BE OF HOT ZINC COATED GALVANIZED STEEL OR
STAINLESS STEEL..
7.CONCRETE SLAB ON GRADE SHALL BE 4" THICK w/ #4 @ 16" O.C. E.W. OVER
2" SAND OVER 10MIL VAPOR OVER 2" SAND OR GRAVEL BASE.
INDICATES (N) CONCRETE PAD
INDICATES (N) SLAB ON GRADE. SEE NOTE #7
SCALE: 1/4" = 1'-0"
ROOF FRAMING PLAN
CONT. 4x12 RBM
2x
8
R
.
R
.
@
1
6
'
'
O
.
C
.
6x10 DBM 101
6x
1
0
D
B
M
1
0
2
6x
1
0
#
1
D
B
M
1
0
3
6x
1
0
D
B
M
1
0
2
2x
1
0
C
.
J
.
@
1
6
'
'
O
.
C
.
2x
8
R
.
R
.
@
1
6
'
'
O
.
C
.
1 2 3 4
A
B
6x10 DBM 101 6x10 DBM 101
6x10 DBM 101 6x10 DBM 101 6x10 DBM 101
6x
1
0
#
1
D
B
M
1
0
3
11'-1"10'-10"11'-1"
33'-0"
15
'
-
4
"
1
S3.1
1
S3.1
1
S3.1
1
S3.1
1
S3.1
1
S3.1
7
S3.1
2
S3.1
2
S3.1
7
S3.1
6
S3.1
8
S3.1
8
S3.1
3
S3.1
4
S3.1
3
S3.1
3
S3.1
4
S3.1
4
S3.1
4
S3.1
3
S3.1
K.P.K.P.K.P.K.P.
ROOF FRAMING NOTES
1.ROOF SHEATHING SHALL BE 1/2" PLYWOOD, CD-X P11 32/16, w/ 8d COMMON
NAILS @ 6", 12" O.C.
2.ALL POSTS ARE 6 x 6 MINIMUM U.N.O.
3.ALL POSTS SHALL BE CONNECTED TO SILL PLATE WITH "A35" AT EA. SIDE
TYP. UNLESS HARDWARE IS NOTED ON PLAN.
4.ALL EXT. WALLS, SHEAR WALLS & BEARING WALLS EXCEEDING 10'-0" AND
LESS THAN 15'-0" HEIGHT SHALL BE 2x6 OR 3x4 @ 16" O.C.
5.ALL WOOD FRAMING MEMBERS U.N.O. SHALL BE:
2x MEMBER DF #2 OR BETTER
4x MEMBER DF #2 OR BETTER
2x STUDS DF #2 OR BETTER
6.ALL DIAPHRAGM AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS
OR GALVANIZED BOX.
7.FASTENERS IN PRESERVATIVE TREATED WOOD OR FIRE RETARDANT
TREATED WOOD SHALL BE OF HOT ZINC COATED GALVANIZED STEEL OR
STAINLESS STEEL.
8.ROOF DIAPHRAGM NAILING TO BE INSPECTED BEFORE COVERING. FACE
GRAIN OF PLYWOOD SHALL BE PERPENDICULAR TO SUPPORTS. FLOOR
SHALL HAVE TONGUE AND GROOVE OR BLOCKED PANEL EDGES. PLYWOOD
SPANS SHALL CONFORM WITH TABLE 2304.8.(1) ON IBC 2021.
3
S4.1
K.P.
A
INDICATES SHEAR WALL TYPE, SEE SCHEDULE
INDICATES GRID LINE
INDICATES KING POST ABOVE
INDICATES POST BELOW
LEGEND
ROOF RAFTERS (R.R.) - SIZE AND SPACING PER PLAN
CEILING JOIST (C.J.) - SIZE AND SPACING PER PLAN
DBM
RBM
DENOTES DROPPED BEAM BELOW FLOOR/ROOF JOISTS.
DENOTES RIDGE BEAM
ABBREVIATIONS
SHEET
NUMBER
CONSULTANT
The above drawings, specifications, ideas, and
arrangements represented thereby are and shall remain
property of GxG CO-op Design and no part thereof shall
be copied, disclosed to others or used in connection
with any other project other than the specific project for
which they have been prepared and developed, without
the written consent of GxG CO-op Design. Visual
contact with these drawings or specifications shall
constitute conclusive evidence of acceptance of these
restrictions. Written dimensions on these drawings shall
have precedence over scaled dimensions. Contractors
shall verify and be responsible for all dimensions and
conditions on the job, and this office must be notified of
any variations from the dimensions and conditions
shown by these drawings. Shop details must be
submitted to this office for approval before proceding
with fabrication.2021
DATE
SCALE
DRAWN
JOB no.
REVISIONS
INDICATED
FEB. 29, 2024
13637 RUTHER AVE. UNIT R
SOUTH GATE, CA 90280
TELEPHONE: 310 749.7536
E-MAIL: LOOKING4GIO@GMAIL.COM
GIOVANNI QUINTERO
1401 S. Lowell Street,
Santa Ana, CA 92707
NEW PATIO
COVER
S-2.1
ST
R
U
C
T
U
R
A
L
P
L
A
N
S
1401 S Lowell St
11/13/2024
S-3.1
FR
A
M
I
N
G
&
F
O
U
N
D
A
T
I
O
N
DE
T
A
I
L
S
SHEET
NUMBER
CONSULTANT
The above drawings, specifications, ideas, and
arrangements represented thereby are and shall remain
property of GxG CO-op Design and no part thereof shall
be copied, disclosed to others or used in connection
with any other project other than the specific project for
which they have been prepared and developed, without
the written consent of GxG CO-op Design. Visual
contact with these drawings or specifications shall
constitute conclusive evidence of acceptance of these
restrictions. Written dimensions on these drawings shall
have precedence over scaled dimensions. Contractors
shall verify and be responsible for all dimensions and
conditions on the job, and this office must be notified of
any variations from the dimensions and conditions
shown by these drawings. Shop details must be
submitted to this office for approval before proceding
with fabrication.2021
DATE
SCALE
DRAWN
JOB no.
REVISIONS
INDICATED
FEB. 29, 2024
13637 RUTHER AVE. UNIT R
SOUTH GATE, CA 90280
TELEPHONE: 310 749.7536
E-MAIL: LOOKING4GIO@GMAIL.COM
GIOVANNI QUINTERO
1401 S. Lowell Street,
Santa Ana, CA 92707
NEW PATIO
COVER
RAFTER TO BEAM CONN.1
BEAM PER PLAN
CEILING JOISTS
PER PLAN S
ROOF RAFTER
PER PLAN
7- 16d
ROOF SHT'G
PER PLAN
BEAM PER
PLAN
6x6 DIAGONAL BRACING
W/ (4) 5/8"∅ x 4" LONG
LAG SCREWS
BEAM PER
PLAN
POST PER
PLAN
3'
-
0
"
4"
2.5"
MIN
45°
2.5"MIN
.
2.
5
'
'
MI
N
.
RIDGE BEAM TO K.P. CONN.2
KING POST
PER PLAN
B.N.B.N.
SIMSON "CCQ"
POST CAP
INVERTED
SIMPSON "CCQ"
POST CAP
BEAM
PER PLAN
ROOF SHT'G
PER PLAN
ROOF RAFTER
PER PLAN
RIDGE BEAM
PER PLAN"MSTA36" STRAP
FULLY NAILED
w/ 10d NAILS
KNEE BRACE END CONN.3
A
SECTION A-A
(1) 3 4" DIA. BOLT
2.
5
"
MI
N
.
(1) 3 4" DIA. BOLT
6x6 DIAGONAL BRACING
W/ (4) 5/8"∅ x 4" LONG
LAG SCREWS
6x6 DIAGONAL BRACING
BEAM PER
PLAN
(1) 3 4" DIA. BOLT
2.5"
MIN
2.5'
'MIN
.
SIMPSON "CCTQ"
COLUMN CAP
2x SHAPED BLK'G W/
"A35" @ 16'' O.C.
B.N.
SIMPSON 'H2.5A'
TIE ON EACH RAFTER
6x6 DIAGONAL BRACING
2'
-
6
"
2.
5
"
MI
N
.
2.5"
MIN
A
B
11
4"3"11
4"
212"
3"
SECTION A-A SECTION B-B
3"
23
4"23
4"
11
4"3"11
4"
212"
3"
KNEE-BRACE CENTER CONN.4
POST PER PLAN
RAFTER TO BEAM CONN.8NOT USED12NOT USED16
NOT USED11NOT USED15
EXT. PAD FOOTING DETAIL5
NOT USED14
TYP. CONCRETE SLAB DETAIL13
6"6"
25"LAP TYP.
12
"
1'-6"
DE
P
R
E
S
S
I
O
N
S
E
E
AR
C
H
T
.
P
L
A
N
1'-0"
112"
18"
12
"
M
I
N
.
8" MIN.
NOTE: WEAKENED PLANE JOINTS
(CONSTRUCTION OR CONTROL JOINTS)
SHALL BE PROVIDED AT 10'-0" EA. WAY
(MAX.). CONSTRUCTION JOINT SHALL BE
PROVIDED AT END OF EA. POUR.
2-#4 EA. SIDE
CONCRETE SLAB
AND BASE PER
FOUNDATION PLAN
#4 CONT.
CONCRETE SLAB AND
BASE PER FOUNDATION
PLAN CONCRETE SLAB AND
BASE PER
FOUNDATION PLAN
SAWCUT WITHIN 24
HOURS OF POUR CONCRETE SLAB AND
BASE PER FOUNDATION
PLAN
4# CONT. TOP & BOTT.
FINISH GRADE
CONSTRUCTION JOINT DEPRESSION CONTROL JOINT SLAB EDGE
LEAVE ROUGH SURFACE
AFTER FIRST POUR CLEAN &
WATER BEFORE SECOND
POUR
A B C D
RIDGE BEAM CONNECTION6
SIMPSON "ECCLQ"
COLUMN CAP
B.N.B.N.
ROOF SHT'G
PER PLAN
ROOF RAFTER
PER PLAN
"MSTA36" STRAP
FULLY NAILED
w/ 10d NAILS
RIDGE BEAM
PER PLAN
"U" HANGER
SLOPED
"U" HANGER
SLOPED
ROOF RAFTER
PER PLAN
ROOF SHT'G
PER PLAN
PER PLAN
3"
C
L
R
PE
R
P
L
A
N
8"
M
I
N
.
POST PER PLAN
SIMPSON CBSQ-SDS2CONCRETE PAD
REINF. PER
SCHEDULE
CONCRETE SLAB
PER PLAN
#4 DOWELS @ 16'' O.C.
BENT 20'' INTO SLAB
& 20'' INTO FOOTING
8"MIN.
FINISH GRADE
EQ.EQ
2'
-
3
"
RIDGE BEAM TO BEAM CONN.7
ROOF SHT'G
PER PLAN
ROOF RAFTER
PER PLAN
KING POST PER PLAN
BEAM
PER PLAN
STUD WALL
PER PLAN
B.N.B.N.
RIDGE BEAM
PER PLAN
"MSTA36" STRAP
FULLY NAILED
w/ 10d NAILS
"A35" @ 16" O.C.
SIMPSON "CCQ"
POST CAP
SIMPSON "HL" W/ (2)
1/2" DIA. LAG SCREWS
w/ 4'' EMBED.
1/2" DIA. THRU BOLTS
E.N.
B.N.
ROOF SHEATHING
PER PLAN
ROOF RAFTER
PER PLAN
2x6 STUDS @ 16'' O.C.
DBL.2x
TOP PLATES
2x RIM JOIST W/
SIMPSON "A35"
@ 16'' O.C.
CEILING JOISTS
PER PLAN
CEILING JOISTS PER PLAN
w/(2) 10d NAILS @ 16 O.C.
2x4 LOCKOUT NOTCH AS
REQUIRED @ 24" O.C. (3
BAYS)
2x BLK'G @
48" O.C. (2
BAYS)
12'' PLY. w/ 10d E.N. @ 8'' O.C.
& 10d F.N. @ 12'' O.C.
2x SILL W/ 20d NAILING
@ 6'' O.C.
E.N.
BEAM PER PLAN
4-10d NAILS TO
BLOCKING ROOF
2x FASCIA
NOT USED10
2x FASCIA
1401 S Lowell St
11/13/2024
SHEATHING NAILING3
TYP. STUD WALL BORING & NOTCHING4
TYPICAL SHEARWALL NAILING10TYPICAL PLATE SPLICE14
TYPICAL DETAILS16
NOTE :
1.SPLICE SHOULD NOT BE WITHIN SHEAR WALL PANELS WITH EDGE NAILING CLOSER
THAN 6" O.C. OR DOUBLE SIDED SHEAR WALLS.
2.SPLICE ALSO SHOULD NOT BE WITHIN THE LENGTH OF ANY STEEL STRAPS
CONNECTION.
3.WHEN SPLICE OF TOP PLATES CAN NOT BE RELOCATED OUTSIDE THE
AFOREMENTIONED SHEAR PANEL OR STRAP CONNECTION, OR WHERE REQUIRED PER
PLAN, USE ALT. BOLTING CONNECTION "B".
STUDS PER PLAN
DOUBLE 2x
TOP PLATE
4'-0 SPLICE W/ 16d @ 3" O.C. STAGG
(TYP.) U.N.O.
SPLICE LENGTH
312"MIN.2"MIN.312"MIN.USE (4) 12" BOLTS MIN.
OR AS SPECIFIED ON
PLAN
A - TYPICAL NAILING CONNECTION AT SPLICE
B - ALTERNATIVE BOLTING CONNECTION AT SPLICE
STUDS PER PLAN
DOUBLE 2x
TOP PLATE
JOISTS/RAFTER
SHEATHING PANEL
2x BLOCKING AT
EXTERIOR WALL
FIELD NAILING (F.N.)
AT JOISTS / RAFTER
BOUNDARY NAILING (B.N.) AT EXTERIOR WALL
EDGE NAILING (E.N.) AT JOISTS/RAFTERS
WHERE PANELS ABUT.
DOUBLE TOP PLATES
2x BLOCKING
AT PANEL EDGES
15/32" STRUCTURAL
PANEL
WALL STUDS
FIELD NAILING (F.N.)
SILL PLATE
EDGE NAILING (E.N.)
EDGE NAILING (E.N.)
EDGE NAILING (E.N.)
AT ALL PANEL EDGES
ROOF / FLOOR SHEATHING
WALL SHEATHING
NOTES:
1.NAILS SHALL BE PLACED 3/8" FROM PANEL EDGES.
2.PROVIDE 1/8" GAP BETWEEN SHEATHING PANEL.
3.MINIMUM DIMENSION OF SHEATHING PANEL IN ANY DIRECTION SHALL BE 2'-0"
4.WALL SHEATHING PANEL MAY BE INSTALLED WITH THE LONG DIRECTION ORIENTED VERTICALLY.
EXTERIOR &
BEARING PARTITION
NOTE:
-BORING AND NOTCHING SHALL
NOT OCCUR IN SAME STUDS
NOTCH/BORE
% OF STUD
2x4
STUD
2x6
STUD
25%7 8"1 3 8"
40%1 7 16"2 316"
60%2 116"3 5 16"
WIDTH=D WIDTH=D
60
%
D
NOTCH
IN STUD
40% D
(MAX)
60% D (MAX)
BORED
HOLE
5 8" MIN.
NON-BEARING
PARTITION
NOTCH
IN STUD
BORED
HOLE
60
%
D
5 8" MIN.
40% D (MAX)
25% D
(MAX)
E.N. (TYP.) PER
S.W. SCHED.
E.N.(TYP.) PER S.W. SCHED.OPENING
PER PLAN
(2)2x PL.
MSTA36 VA
R
I
E
S
E.N.(TYP.) PER
S.W. SCHED.
(2) 2x BLK'G
F.N.(TYP.)
@12" O.C.
~
24" MIN.
E.N.(TYP.) PER
E.O.S.W. SCHED.
2x BLK'G (TYP.)
E.N. (TYP.) PER
S.W. SCHED.
2x BLK'G (TYP.)
F.N.(TYP.)
@ 12" O.C.
STUD PER PLAN
E.N.(TYP.)
PER S.W. SCHED.
PLTWD. SHT'G PER
S.W. SCHED.
~
PLYWD. SHT'G PER S.W.
SCHED.
SILL ATTACHMENT
PER S.W. SCHED.
2x STUD @ 16" O.C.
2x4 DBL. TOP PLATE 2x4 OR 3x4 SILL PLATE (SIM.)
2x6 DBL. TOP PLATE 2x6 OR 3x6 SILL PLATE (SIM.)
2x8 DBL. TOP PLATE 2x8 OR 3x8 SILL PLATE (SIM.)
NOTE:
-BOTH TOP & BOTTOM SURFACES NOT TO BE NOTCHED
WITHIN SAME 1/3 OF SPAN
-MIN. DISTANCE BETWEEN HOLES WITHIN SAME 1/3 OF SPAN
SHALL BE TWICE THE DIAMETER OF HOLES
-L = NOTCH LENGTH NOT TO BE GREATER THAN 1/3 OF THE
MEMBER'S DEPTH
NOTCH &
HOLES
PERMITTED
12"
MI
N
.
312"
MAX.12"MIN.12"MIN.
112"M
I
N
.
2"
MA
X
.
512"
MAX.12"MIN.12"MIN.
212"M
I
N
.
3"
MA
X
.
512"
MAX.12"MIN.12"MIN.
312"M
I
N
.
1 1/4"x16 GA. STRAP W/
6-10d COMM. NAILS EA.
END @EA. PLATE
(STRAP NOT REQ'D
FOR SILL PLATE)
1 1/4" x 16 GA. STRAP W/
8-10d COMM. NAILS EA.
END @EA. PLATE
(STRAP NOT REQ'D
FOR SILL PLATE)
1 1/4" x 16 GA. STRAP
W/ 11-10d COMM. NAILS
EA. END @ EA. PLATE
(STRAP NOT REQ'D
FOR SILL PLATE)
NOTCHES
6'-0" O.C. MIN.
NOTCHES
6'-0" O.C. MIN.
NOTCHES
6'-0" O.C. MIN.
1 1/4" Ø MAX.
BORED HOLE
2" Ø MAX.
BORED HOLE
3" Ø MAX.
BORED HOLE
TYPICAL BORING & NOTCHING AT SHEAR WALL PLATE DETAIL TYPICAL FLOOR & ROOF JOIST BORING & NOTCHING DETAIL
13 SPAN 13 SPAN 13 SPAN
JOIST SPAN BETWEEN CL. OF BEARING WALLS
"X
"
"Y
"
D=
D
E
P
T
H
"X
"
2"
M
I
N
.
2"
M
I
N
.
BORED HOLE
SEE SCHEDULE
NON-BEARING
WALL
16" MIN.
BETWEEN
HOLE &/OR
NOTCH
NOTCH &
HOLES
PERMITTED
ALLOWED HOLE & NOTCH FLOOR JOIST
SIZE OF
JOIST
"X" (MAX.)
NOTCH AT
BEARING D/4
"Y" (MAX.)
NOTCH DEPTH
AS ALLOWED D/6
MAX. SIZE
HOLE D/3
2X6 1 3 8"29 32"1 13 16" Ø
2X8 1 13 16"1 7 32"2 7 16" Ø
2X10 2 5 16"1 17 32"3 116" Ø
2X12 2 13 16"1 7 8"3 3 4" Ø
2X14 3 14"2 18"4 3 8" Ø
NOTE:
-THE ABOVE DETAIL APPLIES AT BEARING & NON- BEARING STUD WALLS
-USE 2-2x CRIPPLES WHERE SPAN EXCEEDS 6'-0"
10
'
-
0
"
M
A
X
.
10
'
-
0
"
M
A
X
.
48"LAP
10-16d NAILS MIN.
BETWEEN SPLICES
UNLESS SHOWN
OTHERWISE ON
THE PLANS
2-16d NAILS @16"O.C.
3-16d NAILS
16d NAILS @16"O.C.
DOUBLE STUDS
EA. SIDE OF
OPENING MORE
THAN 4'-0" IN
WIDTH
PLYWOOD EDGE NAIL'G
FULL HT. @PLYWOOD
SHEAR WALLS
3-16d
NAILS
2-10d
NAILS
SILL BOLTING
(TYPICAL)
2-8d NAILS
EACH SIDEHDR BEAM
PER PLAN
2x CRIPPLE
16d NAILS
@12" O.C.
1-2x PL. 4'-0" MAX.
2-2x PL. OVER 4'-0"
TYPICAL STUD WALL FRAMING DETAIL
"Y
"
S-4.1
TY
P
.
F
R
A
M
I
N
G
D
E
T
A
I
L
S
SHEET
NUMBER
CONSULTANT
The above drawings, specifications, ideas, and
arrangements represented thereby are and shall remain
property of GxG CO-op Design and no part thereof shall
be copied, disclosed to others or used in connection
with any other project other than the specific project for
which they have been prepared and developed, without
the written consent of GxG CO-op Design. Visual
contact with these drawings or specifications shall
constitute conclusive evidence of acceptance of these
restrictions. Written dimensions on these drawings shall
have precedence over scaled dimensions. Contractors
shall verify and be responsible for all dimensions and
conditions on the job, and this office must be notified of
any variations from the dimensions and conditions
shown by these drawings. Shop details must be
submitted to this office for approval before proceding
with fabrication.2021
DATE
SCALE
DRAWN
JOB no.
REVISIONS
INDICATED
FEB. 29, 2024
13637 RUTHER AVE. UNIT R
SOUTH GATE, CA 90280
TELEPHONE: 310 749.7536
E-MAIL: LOOKING4GIO@GMAIL.COM
GIOVANNI QUINTERO
1401 S. Lowell Street,
Santa Ana, CA 92707
NEW PATIO
COVER
1401 S Lowell St
11/13/2024
STRUCTURAL DESIGN
CALCULATIONS
NEW PATIO COVER
Giovanni Quintero
13637 Ruther Ave. Unit R
South Gate, CA 90280
Telephone: 310 749 7536
e-mail: looking4gio@gmail.com
1401 S. Lowell Street,
Santa Ana, CA 92707.
February 29, 2024
1401 S Lowell St
11/13/2024
Giovanni Quintero
13637 Ruther Ave. Unit R
South Gate, CA 90280
Telephone: 310 749 7536
e-mail: looking4gio@gmail.com
Project: Lowell Patio
Engineer: A.H.
Date: 02/29/2024
CONTENTS
APPENDIX I ................................................................................................................................................................. 3
Seismic & Wind Calculations ................................................................................................................................ 3
APPENDIX II .............................................................................................................................................................. 12
Beam Calculations ................................................................................................................................................ 12
APPENDIX III ............................................................................................................................................................ 20
Posts Verifications ................................................................................................................................................ 20
APPENDIX IV ............................................................................................................................................................ 22
Foundation Calculations ...................................................................................................................................... 22
Page 2 of 26
1401 S Lowell St
11/13/2024
Giovanni Quintero
13637 Ruther Ave. Unit R
South Gate, CA 90280
Telephone: 310 749 7536
e-mail: looking4gio@gmail.com
Project: Lowell Patio
Engineer: A.H.
Date: 02/29/2024
APPENDIX I
Seismic & Wind Calculations
Page 3 of 26
1401 S Lowell St
11/13/2024
Giovanni Quintero
13637 Ruther Ave. Unit R Project: Lowell Patio
South Gate, CA 90280 Engineer: A.H.
Telephone: 310 749.7536 Date : 02/29/2024
e-mail: looking4gio@gmail.com
1 1)COVER PATIO
2 2x8 R.R @ 16" O.C.2.6
3 Asphalt Shingle 4.0
4 1/2" OSB Sheathing 1.5
5 Misc.0.9
6 Total 9.0 Lb/Sq.ft
7 2)CEILING DL
8 2x10 C.J @ 16" O.C.3.3
9 5/8" Thick Drywall 3.2
10 Misc.0.5
11 Total 7.0 Lb/Sq.ft
12
13
14
15
16
17
18
19
20
21
22
23
24
28
29
30
31
32
COVER PATIO = 20.0 lb/sq.ft 5
6
7
8
LIVE LOADS
LOAD ESTIMATES
DEAD LOADS
Page 4 of 26
1401 S Lowell St
11/13/2024
Giovanni Quintero
13637 Ruther Ave. Unit R Project: Lowell Patio
South Gate, CA 90280 Engineer: A.H.
Telephone: 310 749.7536 Date : 02/28/2024
e-mail: looking4gio@gmail.com
ROOF DL =9.00 Lb/Sq.ft
CEILING DL =7.00 Lb/Sq.ft
AREA DL (PSF)
Roof 555 9.0 4999 Lbs
Ceiling 463 7.0 3239 Lbs
555 Sq.ft. 8238 Lbs
SEISMIC LOADS
- -
TOTAL ROOF DIAPHRAGM AREA
--
COVER PATIO
TRELLIS LEVEL DEAD WEIGHT
Total Length (Ft.) H (Ft.)WEIGHT [Lbs]
Page 5 of 26
1401 S Lowell St
11/13/2024
Page 6 of 26
1401 S Lowell St
11/13/2024
Giovanni Quintero
13637 Ruther Ave. Unit R Project: Lowell Patio
South Gate, CA 90280 Engineer: A.H.
Telephone: 310 749.7536 Date : 02/28/2024
e-mail: looking4gio@gmail.com
INPUT DATA
Typical floor height h =8.4 Ft.
Typical floor weight wx =8,238 Lbs
Number of floors n =1
Importance factor (ASCE 11.5.1) I =1.00 (IBC Tab.1604.5)
Building location
Site class (A, B, C, D, E, F)D (If no soil report, use D)
The coefficient (ASCE Tab 12.8-2)Ct =0.02
The coefficient(ASCE Tab. 12.2.1) R =1.50
Seismic design category D
Latitude:33.73 Longitude:-117.88
SS =128.90 %g, Sms 1.547 g , Fa =1.200
S1 =46.10 %g, Sm1 0.599 g , Fv =1.300
SDS =1.031 g ,SD1 =0.400 g
hn =8 Ft k = 1.00 , (ASCE 12.8.3, pg 130)
x = 0.75 , (ASCE Tab 12.8-2)Ta = Ct (hn)x =0.10 Sec, (ASCE 12.8.2.1)
W = 8,238 Lbs Swxhk =69,282
DESIGN SUMMARY
Cs = 0.69 V = 5,662 Lbs
E = 5662.3 Lbs. * ρ /1.4 =5,153 Lbs
VERTICAL DISTRIBUTION OF LATERAL FORCES
Level Level Floor to Height Weight
No. Name floor Height hx wx wxhx
k Cvx Fx Vx
Ft. Ft. Lbs Lbs Lbs
1 Roof 8.41 8.4 8238 69,282 1.00 5,153 5,153
DIAPHRAGM FORCES
Level SFi SW i Fpx Redundancy factor (ASCE 12.3.4)
Name Lbs Lbs Lbs ρ =1.3
Roof 5,153 8,238 3,397
Lateral force
V = Cs*W
ASD
E=V*ρ/1.4
COVER PATIO
SEISMIC ANALYSIS BASED ON IBC 2021 (Equivalent Lateral-Force Procedure, ASCE 7-16 12.8)
1401 S. Lowell St., Santa Ana, CA 92707
Page 7 of 26
1401 S Lowell St
11/13/2024
PROJECT : PAGE :
CLIENT : DESIGN BY :
JOB NO. : DATE : REVIEW BY :
INPUT DATA
Exposure category (B, C or D)=B
Importance factor, 1.0 only, (Table 1.5-2)Iw = 1.00
Basic wind speed (ASCE 7-16 26.5.1)
Topographic factor (26.8 & Table 26.8-1)Kzt = 1 Flat
Height of ridge H = 11.5 ft
Roof slope 4 : 12
Roof length L = 33 ft
Roof horizontal projected width B = 15.33 ft
Effective area of component / cladding A = 50 2
DESIGN SUMMARY
1. Main Wind-Force Resisting System
Max horizontal force / base shear from roof = 0.98 kips
+ 0.97 kips (eave & columns increasing)
S 1.95 kips
Max vertical download force = 1.03 kips
Max vertical uplift force = 6.99 kips
Max bending moment, at centroid of base, from roof = 30.29 ft-kips
+ 6.58 ft-kips (eave & columns increasing)
S 36.87 ft-kips
2. Component and Cladding Elements
Max inward pressure =21 psf
Max net outward pressure =27 psf
ANALYSIS
Velocity pressure
qh = 0.00256 Kh Kzt Kd V2 =14.04 psf
where: qh = velocity pressure at mean roof height, h. (Eq. 28.3-1 page 298 & Eq. 30.3-1 page 316)
Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 28.3-1, pg 299)= 0.70
Kd = wind directionality factor. (Tab. 26.6-1, for building, page 250)= 0.85
h = height of mean roof =10.22 ft
Main Wind-Force Resisting System
p = qh G CN
F = p Af
where: G = gust effect factor. (Sec. 26.9)=0.85
q =18.43 degree
<45 deg. [Satisfactory]
Af = roof actual area.= 204.7 ft2, front / back
= 61.9 ft2, each side
CN = net force coefficients. (Fig. 27.4-5, page 268 & Fig. 27.4-7, page 270, and CNS for two sides of sloped roof.)
Check Fig.27.4 limitation h / L = 0.31 within [0.25 , 1.0][Satisfactory]
h / B = 0.67 within [0.25 , 1.0][Satisfactory]
CNW CNL CNS CNW CNL CNS CNW CNL CNS CNW CNL CNS
1.10 -0.17 -0.80 0.01 -0.96 0.80 -1.20 -1.09 -1.20 -0.69 -1.65 0.50
p 13.13 -2.04 -9.55 0.10 -11.49 9.55 -14.32 -13.03 -14.32 -8.25 -19.64 5.97
F 2.69 -0.42 -0.59 0.02 -2.35 0.59 -2.93 -2.67 -0.89 -1.69 -4.02 0.37
CASE A CASE B CASE A CASE B
Horizontal force / base shear H (kips) 0.98 0.75 -0.08 0.74
Vertical download force V (kips) 1.03 0.00 0.00 0.00
Vertical uplift force V (kips) 0.00 1.09 6.99 4.72
Bending moment at centroid of base M (ft-kips) 0.8 16.9 21.6 30.3
CLEAR FLOW OBSTRUCTED
Wind Analysis for Shade Open Structure Based on ASCE 7-2016
CLEAR WIND FLOW OBSTRUCTED WIND FLOW
CASE A CASE B CASE A CASE B
Page 8 of 26
1401 S Lowell St
11/13/2024
(cont'd)
DETERMINE HORIZONTAL WIND LOAD OF COLUMNS AND EAVE
Fcol & eave = pcol & eave Acol & eave =0.97 kips
where: pcol & eave = horizontal wind pressure =14.04 psf
Acol & eave = horizontal projected area of columns and eave = 68.8 ft2
Mcol & eave =6.6 ft-kips
Component and Cladding Elements of Roof (Sec. 30.8.2)
p = qh G CN
where:CN = net force coefficients. (Fig. 30.8-2, page 252)
a = Max[ Min( 0.1L , 0.1B , 0.4h ) , 0.04L , 0.04B , 3ft ] , (Fig. 30.8-2, footnote 6)=3.0 ft
For effective area, 50 sq.ft. as given
CN 1.76 -1.62 1.76 -1.62 1.15 -1.05 0.80 -2.25 0.80 -2.25 0.50 -1.51
p (psf)21.00 -19.36 21.00 -19.36 13.67 -12.58 9.49 -26.87 9.49 -26.87 5.97 -18.00
CLEAR WIND FLOW OBSTRUCTED WIND FLOW
ZONE 3 ZONE 2 ZONE 1 ZONE 3 ZONE 2 ZONE 1
q q
Page 9 of 26
1401 S Lowell St
11/13/2024
Giovanni Quintero
13637 Ruther Ave. Unit R Project: Lowell Patio
South Gate, CA 90280 Engineer: A.H.
Telephone: 310 749.7536 Date : 02/28/2024
e-mail: looking4gio@gmail.com
Design Lateral Load = F =5153 Lbs. H1 =2.62 Ft.
Number of posts =8 Posts H =8.00 Ft.
Load per post = fp =644 Lbs./post α =45°
ΣMo = - A * 2.62ft. + 644lbs. * 8ft. = 0
B = A = 1966 Lbs.
P = A * √2 = 2781 Lbs.
Use =4 5/8" ø LAG SCREWS
Withdrawal value (ω) =305 Lbs/in, (Per NDS 2018 Table 12.2A)
Embedment ( p ω ) =4 In.
Lateral Desig Value ( Z ) =420 Lbs, (Per NDS 2018 Table 12.J)
W = ω*ρω = 305 Lbs./in x 4 in =1220 Lbs.
CD =1.60 (11.3.2, NDS2018)
CM =1.00 (11.3.3, NDS2018)W' = 1464 Lbs.
Ct =1.00 (11.3.4, NDS2018)
Ceg =0.75 (12.5.2, NDS2018)
Ctn =-(12.5.2, NDS2018)
Cg =1.00 (11.3.6A, NDS2018)
CΔ =1.00 (11.3.3, NDS2018)Z' = 504 Lbs.
Cdi =-(11.3.2, NDS2018)
750 Lbs.
2999 Lbs.
2999 Lbs. > 2781 Lbs.
NDS 2018 (ASD) Table 11.3.1 Z' = Z *CD * CM* Ct * Cg * CΔ * Ceg * Cdi * Ctn
OK
KNEE BRACE LATERAL LOAD DESIGN - ASD
W' = W *CD * CM* Ct * Ceg * Ctn NDS 2018 (ASD) Table 11.3.1
P B
A
α
H1P
αA
B
F
H
fp fp
𝑍=𝑍∗𝑊′
𝑍∗𝑠𝑖𝑛𝛼+𝑊∗𝑐𝑜𝑠𝛼=
𝑁∗𝑍=
Page 10 of 26
1401 S Lowell St
11/13/2024
Giovanni Quintero
13637 Ruther Ave. Unit R Project: Lowell Patio
South Gate, CA 90280 Engineer: A.H.
Telephone: 310 749.7536 Date : 02/28/2024
e-mail: looking4gio@gmail.com
Use:1 3/4" ø BOLTS
Lateral Design Value ( Z ) =1750 Lbs, (Per NDS 2018 Table 12.F)
Z' = 2100 Lbs.
2100 Lbs.
2100 Lbs. > 1966 Lbs.OK
KNEE BRACE LATERAL LOAD DESIGN - ASD
SHEAR CONNECTION AT CENTER POST
f 𝑁∗𝑍=
Page 11 of 26
1401 S Lowell St
11/13/2024
Giovanni Quintero
13637 Ruther Ave. Unit R
South Gate, CA 90280
Telephone: 310 749 7536
e-mail: looking4gio@gmail.com
Project: Lowell Patio
Engineer: A.H.
Date: 02/29/2024
APPENDIX II
Beam Calculations
Page 12 of 26
1401 S Lowell St
11/13/2024
Giovanni Quintero
13637 Ruther Ave. Unit R Project: Lowell Patio
South Gate, CA 90280 Engineer: A.H.
Telephone: 310 749.7536 Date : 02/29/2024
e-mail: looking4gio@gmail.com
1 1)ROOF
2 2x8 R.R @ 16" O.C.2.6
3 Asphalt Shingle 4.0
4 1/2" OSB Sheathing 1.5
5 Misc. 0.9
6 Total 9.0 Lb/Sq.ft
7 2)CEILING DL
8 2x10 C.J @ 16" O.C.3.3
9 5/8" Thick Drywall 3.2
10 Misc.0.5
11 Total 7.0 Lb/Sq.ft
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
ROOF = 20.0 lb/sq.ft 5
CEILING =10.0 lb/sq.ft 6
7
8
LIVE LOADS
LOAD ESTIMATES
DEAD LOADS
Page 13 of 26
1401 S Lowell St
11/13/2024
Multiple Simple Beam
LIC# : KW-06018780, Build:20.23.08.30 GED CONSULTANTS, INC. (c) ENERCALC INC 1983-2023
Project File: Lowell Patio.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Joist VerificationDescription :
BEAM Size :2x8, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Beam Design :
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Douglas Fir-Larch No.2
875.0
875.0
600.0
625.0
1,300.0
470.0
170.0
425.0
31.210
Eminbend - xx ksi
Wood Species : Wood Grade :
Fb - Tension
psi
psi Fv psi
Fb - Compr Ft psi
Fc - Prll psi
psiFc - Perp
Ebend- xx ksi Density pcf
R.R.
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.010, Lr = 0.020 k/ft, Trib= 1.0 ft
.Design Summary
Max fb/Fb Ratio =0.211 : 1
Max Reactions (k)HEWSLLr
+D+LrLoad Comb :
Span # 1
Left Support
D
in
3.710 inft
13.91 psi
Fb : Allowable : 963.73 psi
Right Support
Fv : Allowable :Span # 1
Load Comb : +D+Lr
212.50 psi
fb : Actual :
Max fv/FvRatio =0.065 : 1 6.826 ft
203.35 psi at
atfv : Actual :
Ratio 9999 Ratio 9999
Max Deflections
Transient Downward 0.022 in
Transient Upward 0.000 in
Total Downward 0.036 in
Total Upward 0.000 in
0.05 0.07
0.05 0.07 Ratio 4020 2485Ratio
LC: Lr Only LC: +D+Lr
LC: LC:
BEAM Size :2x10, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Beam Design :
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Douglas Fir-Larch No.2
875.0
875.0
600.0
625.0
1,300.0
470.0
170.0
425.0
31.210
Eminbend - xx ksi
Wood Species : Wood Grade :
Fb - Tension
psi
psi Fv psi
Fb - Compr Ft psi
Fc - Prll psi
psiFc - Perp
Ebend- xx ksi Density pcf
C.J.
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.0070, Lr = 0.010 k/ft, Trib= 1.0 ft
.Design Summary
Max fb/Fb Ratio =0.747 : 1
Max Reactions (k)HEWSLLr
+D+LrLoad Comb :
Span # 1
Left Support
D
in
7.400 inft
14.41 psi
Fb : Allowable : 411.13 psi
Right Support
Fv : Allowable :Span # 1
Load Comb : +D+Lr
212.50 psi
fb : Actual :
Max fv/FvRatio =0.068 : 1 14.060 ft
307.31 psi at
atfv : Actual :
Ratio 9999 Ratio 9999
Max Deflections
Transient Downward 0.084 in
Transient Upward 0.000 in
Total Downward 0.169 in
Total Upward 0.000 in
0.07 0.07
0.07 0.07 Ratio 2104 1051Ratio
LC: Lr Only LC: +D+Lr
LC: LC:
Page 14 of 26
1401 S Lowell St
11/13/2024
Giovanni Quintero
13637 Ruther Ave. Unit R Project: Lowell Patio
South Gate, CA 90280 Engineer: A.H.
Telephone: 310 749.7536 Date : 02/28/2024
e-mail: looking4gio@gmail.com
Use:
Units = ft
ROOF
DL1 = 9psf *7ft = 66.78 Lbs/ft
Lr1 = 20psf *7.42ft = 148.4 Lbs/ft
1
RBM 101 RIDGE BEAM 4x12 D.F. #2
D1
10.8 21.6 32.432.432.432.432.432.432.432.432.432.4
D1
7.4
X
Y
Z
Page 15 of 26
1401 S Lowell St
11/13/2024
Wood Beam
LIC# : KW-06018780, Build:20.23.08.30 GED CONSULTANTS, INC. (c) ENERCALC INC 1983-2023
DESCRIPTION:RBM 101
Project File: Lowell Patio.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch
No.2
875
875
600
625
1300
470
170
425 31.21
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Loads on all spans...
Uniform Load on ALL spans : D = 0.0660, Lr = 0.1480 k/ft
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.353: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 10.830ft
47.37 psi=
=
1,203.13psi
4x12Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 2=
Load Combination +D+Lr
=
=
=
212.50 psi==
Section used for this span 4x12
Maximum Shear Stress Ratio 0.223 : 1
10.830 ft=
=
424.24psi
Maximum Deflection
44084 >=360
1897
Ratio =29319 >=240
Max Downward Transient Deflection 0.046 in 2853Ratio = >=360
Max Upward Transient Deflection -0.003 in Ratio =
Max Downward Total Deflection 0.068 in Ratio = >=240
Max Upward Total Deflection -0.004 in
fb: Actual
F'b
fv: Actual
F'v
Span: 3 : Lr Only
Span: 2 : Lr Only
Span: 3 : +D+Lr
Span: 2 : +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 = 10.830 ft 1 0.164 0.104 0.90 1.100 1.001.00 1.00 0.87 142.1 866.3 0.42 153.01.00 15.91.00
1.00Length = 10.830 ft 2 0.164 0.104 0.90 1.100 1.001.00 1.00 0.87 142.1 866.3 0.42 153.01.00 15.91.00
1.00Length = 10.830 ft 3 0.164 0.104 0.90 1.100 1.001.00 1.00 0.87 142.1 866.3 0.42 153.01.00 15.91.00
1.00+D+Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
1.00Length = 10.830 ft 1 0.353 0.223 1.25 1.100 1.001.00 1.00 2.61 424.2 1,203.1 1.24 212.51.00 47.41.00
1.00Length = 10.830 ft 2 0.353 0.223 1.25 1.100 1.001.00 1.00 2.61 424.2 1,203.1 1.24 212.51.00 47.41.00
1.00Length = 10.830 ft 3 0.353 0.223 1.25 1.100 1.001.00 1.00 2.61 424.2 1,203.1 1.24 212.51.00 47.41.00
1.00+D+0.750Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
Page 16 of 26
1401 S Lowell St
11/13/2024
Giovanni Quintero
13637 Ruther Ave. Unit R Project: Lowell Patio
South Gate, CA 90280 Engineer: A.H.
Telephone: 310 749.7536 Date : 02/28/2024
e-mail: looking4gio@gmail.com
Use:
Units = ft
ROOF CEILING
DL1 = 9psf *4ft+7psf *7.41ft = 91.16 Lbs/ft
Lr1 = 20psf *4.37ft = 87.32 Lbs/ft
1
Use:
Units = ft
CEILING
BEAM SUPP.DL Lr LL E Units DL1 = 7psf *0.66ft = 4.62 Lbs/ft
RBM 101 1 320 640 0 0 [Lbs] Lr1 = 10psf *0.66ft = 6.6 Lbs/ft
1
Use:
Units = ft
CEILING
BEAM SUPP.DL Lr LL E Units DL1 = 7psf *1.33ft = 9.31 Lbs/ft
RBM 101 2 890 1760 0 0 [Lbs] Lr1 = 10psf *1.33ft = 13.3 Lbs/ft
1
DBM 103 DROP BEAM 6x10 D.F. #1
DBM 102 DROP BEAM 6x10 D.F. #2
DBM 101 DROP BEAM 6x10 D.F. #2
D1
10.810.810.810.810.810.810.810.810.810.810.810.8
D1
4.4 7.4
D1
RBM 101
7.4 14.814.814.814.814.814.814.814.814.814.814.8
D1
0.7
D1
RBM 101
7.4 14.814.814.814.814.814.814.814.814.814.814.8
D1
1.3
X
Y
Z
X
Y
Z
X
Y
Z
Page 17 of 26
1401 S Lowell St
11/13/2024
Multiple Simple Beam
LIC# : KW-06018780, Build:20.23.08.30 GED CONSULTANTS, INC. (c) ENERCALC INC 1983-2023
Project File: Lowell Patio.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
DBM 101-102-103Description :
BEAM Size :6x10, Sawn, Fully Unbraced
Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending
Wood Beam Design :
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Douglas Fir-Larch No.2
875
875
600
625
1300
470
170
425
31.21
Eminbend - xx ksi
Wood Species : Wood Grade :
Fb - Tension
psi
psi Fv psi
Fb - Compr Ft psi
Fc - Prll psi
psiFc - Perp
Ebend- xx ksi Density pcf
DBM 101
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.0910, Lr = 0.0870 k/ft, Trib= 1.0 ft
.Design Summary
Max fb/Fb Ratio =0.369 : 1
Max Reactions (k)HEWSLLr
+D+LrLoad Comb :
Span # 1
Left Support
D
in
5.400 inft
25.24 psi
Fb : Allowable : 1,084.57 psi
Right Support
Fv : Allowable :Span # 1
Load Comb : +D+Lr
212.50 psi
fb : Actual :
Max fv/FvRatio =0.119 : 1 10.044 ft
400.39 psi at
atfv : Actual :
Ratio 9999 Ratio 9999
Max Deflections
Transient Downward 0.052 in
Transient Upward 0.000 in
Total Downward 0.114 in
Total Upward 0.000 in
0.55 0.47
0.55 0.47 Ratio 2472 1136Ratio
LC: Lr Only LC: +D+Lr
LC: LC:
BEAM Size :6x10, Sawn, Fully Unbraced
Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending
Wood Beam Design :
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Douglas Fir-Larch No.2
875
875
600
625
1300
470
170
425
31.21
Eminbend - xx ksi
Wood Species : Wood Grade :
Fb - Tension
psi
psi Fv psi
Fb - Compr Ft psi
Fc - Prll psi
psiFc - Perp
Ebend- xx ksi Density pcf
DBM 102
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.004620, Lr = 0.0060 k/ft, Trib= 1.0 ft
1Point: D = 0.320, Lr = 0.640 k @ 7.40 ft
.Design Summary
Max fb/Fb Ratio =0.557 : 1
Max Reactions (k)HEWSLLr
+D+LrLoad Comb :
Span # 1
Left Support
D
in
7.400 inft
17.94 psi
Fb : Allowable : 1,080.53 psi
Right Support
Fv : Allowable :Span # 1
Load Comb : +D+Lr
212.50 psi
fb : Actual :
Max fv/FvRatio =0.084 : 1 14.011 ft
602.38 psi at
atfv : Actual :
Ratio 9999 Ratio 9999
Max Deflections
Transient Downward 0.160 in
Transient Upward 0.000 in
Total Downward 0.267 in
Total Upward 0.000 in
0.28 0.36
0.28 0.36 Ratio 1112 665Ratio
LC: Lr Only LC: +D+Lr
LC: LC:
Page 18 of 26
1401 S Lowell St
11/13/2024
Multiple Simple Beam
LIC# : KW-06018780, Build:20.23.08.30 GED CONSULTANTS, INC. (c) ENERCALC INC 1983-2023
Project File: Lowell Patio.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
BEAM Size :6x10, Sawn, Fully Unbraced
Using Allowable Stress Design with IBC 2021 Load Combinations, Major Axis Bending
Wood Beam Design :
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Douglas Fir-Larch No.1
1350
1350
925
625
1600
580
170
675
31.21
Eminbend - xx ksi
Wood Species : Wood Grade :
Fb - Tension
psi
psi Fv psi
Fb - Compr Ft psi
Fc - Prll psi
psiFc - Perp
Ebend- xx ksi Density pcf
DBM 103
Applied Loads
Beam self weight calculated and added to loads
Unif Load: D = 0.009310, Lr = 0.0130 k/ft, Trib= 1.0 ft
1Point: D = 0.890, Lr = 1.760 k @ 7.40 ft
.Design Summary
Max fb/Fb Ratio =0.937 : 1
Max Reactions (k)HEWSLLr
+D+LrLoad Comb :
Span # 1
Left Support
D
in
7.400 inft
44.42 psi
Fb : Allowable : 1,660.58 psi
Right Support
Fv : Allowable :
Span # 1
Load Comb : +D+Lr
212.50 psi
fb : Actual :
Max fv/FvRatio =0.209 : 1 14.011 ft
1,555.81 psi at
atfv : Actual :
Ratio 9999 Ratio 9999
Max Deflections
Transient Downward 0.351 in
Transient Upward 0.000 in
Total Downward 0.552 in
Total Upward 0.000 in
0.60 0.980.60 0.98 Ratio 506 321Ratio
LC: Lr Only LC: +D+Lr
LC: LC:
Page 19 of 26
1401 S Lowell St
11/13/2024
Giovanni Quintero
13637 Ruther Ave. Unit R
South Gate, CA 90280
Telephone: 310 749 7536
e-mail: looking4gio@gmail.com
Project: Lowell Patio
Engineer: A.H.
Date: 02/29/2024
APPENDIX III
Posts Verifications
Page 20 of 26
1401 S Lowell St
11/13/2024
Giovanni Quintero
13637 Ruther Ave. Unit R Project: Lowell Patio
South Gate, CA 90280 Engineer: A.H.
Telephone: 310 749.7536 Date : 02/28/2024
e-mail: looking4gio@gmail.com
DBM 101(1) + DBM
102(2)1660.00 N/A 8.00 6x6 35364.00 OK -
DBM 101(1) + DBM
102(2)1660.00 N/A 8.00 6x6 35364.00 OK -
DBM 101(1) + DBM
101(2) + DBM 103(2)3620.00 N/A 8.00 6x6 35364.00 OK -
DBM 101(1) + DBM
101(2) + DBM 103(1)3620.00 N/A 8.00 6x6 35364.00 OK -
DBM 101(2) + DBM
102(2)1660.00 N/A 8.00 6x6 35364.00 OK -
DBM 101(2) + DBM
102(1)1660.00 N/A 8.00 6x6 35364.00 OK -
POST VERIFICATION
Proposed
Post
Alowable
Axial Load
[Lbs]
Status
ROOF LEVEL
Beam or beams
arriving at post
Axial Load
[Lbs]
Width of
wall
Height
[Ft]Observations
Page 21 of 26
1401 S Lowell St
11/13/2024
Giovanni Quintero
13637 Ruther Ave. Unit R
South Gate, CA 90280
Telephone: 310 749 7536
e-mail: looking4gio@gmail.com
Project: Lowell Patio
Engineer: A.H.
Date: 02/29/2024
APPENDIX IV
Foundation Calculations
Page 22 of 26
1401 S Lowell St
11/13/2024
Giovanni Quintero
13637 Ruther Ave. Unit R Project: Lowell Patio
South Gate, CA 90280 Engineer: A.H.
Telephone: 310 749.7536 Date : 02/28/2024
e-mail: looking4gio@gmail.com
SOIL BEARING CAPACITY =1500 Psf.
DBM 101(1) +
DBM 102(2)1660 1500 PAD
NEEDED F1
DBM 101(1) +
DBM 102(2)1660 1500 PAD
NEEDED F1
DBM 101(1) +
DBM 101(2) +
DBM 103(2)
3620 1500 PAD
NEEDED F1
DBM 101(1) +
DBM 101(2) +
DBM 103(1)
3620 1500 PAD
NEEDED F1
DBM 101(2) +
DBM 102(2)1660 1500 PAD
NEEDED F1
DBM 101(2) +
DBM 102(1)1660 1500 PAD
NEEDED F1
Beam or
beams arriving
at pad
"P" from
enercalc
[Lbs]
H [Ft]W
[Ft]
L = 2H
[Ft]
Area
A=W*L
[Ft2]
<
Pad N°
See
Enercalc
0
σ = P/A
[pcf]
PAD REQUIREMENT
Status
Soil
Bearing
Capacit
y [pcf]
Page 23 of 26
1401 S Lowell St
11/13/2024
General Footing
LIC# : KW-06018780, Build:20.23.08.30 GED CONSULTANTS, INC. (c) ENERCALC INC 1983-2023
DESCRIPTION:F1
Project File: Lowell Patio.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Code References
Calculations per ACI 318-19, IBC 2021, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Material Properties Soil Design Values
1.50
Analysis Settings
100.0
ksi No
ksfAllowable Soil Bearing =
=
2.50
60.0
3,122.0
145.0
= 0.250Flexure = 0.90
Shear =
Values
0.00180
Soil Passive Resistance (for Sliding)
1.0
=
Increases based on footing plan dimension
Add Pedestal Wt for Soil Pressure No:
Use Pedestal wt for stability, mom & shear No:
Allowable pressure increase per foot of depth
= ksf
when max. length or width is greater than
= ft
:
=
Add Ftg Wt for Soil Pressure Yes
Yes:Use ftg wt for stability, moments & shears
when footing base is below ft
pcf Increase Bearing By Footing Weight
= pcf
Min. Overturning Safety Factor
=
: 1
Increases based on footing Depth0.750
=
Soil/Concrete Friction Coeff.
Ec : Concrete Elastic Modulus
=
=Footing base depth below soil surface ft
=Allow press. increase per foot of depth ksf
=
: 11.0Min. Sliding Safety Factor =
=
Concrete Density
=
Min Allow % Temp Reinf.
ksif'c : Concrete 28 day strength
fy : Rebar Yield ksi
Min Steel % Bending Reinf.
Soil Density =110.0 pcf
#
Dimensions
Width parallel to X-X Axis 2.250 ft
Length parallel to Z-Z Axis
=
2.250 ft
=Pedestal dimensions...
px : parallel to X-X Axis in
pz : parallel to Z-Z Axis in
Height =
=
in
Footing Thickness
=
24.0 in=
Rebar Centerline to Edge of Concrete...
= inat Bottom of footing 3.0
Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size
=
5
Number of Bars
=
4
Bars parallel to Z-Z Axis
Reinforcing Bar Size = 5
Number of Bars = 4
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
n/a
# Bars required within zone n/a
# Bars required on each side of zone n/a
Applied Loads
1.70 1.920
D Lr
ksf
L S
P : Column Load
OB : Overburden =
k
W E
M-zz
V-x
=
= k0.6440
V-z k
M-xx =
k-ft=
k-ft
H
=
Page 24 of 26
1401 S Lowell St
11/13/2024
General Footing
LIC# : KW-06018780, Build:20.23.08.30 GED CONSULTANTS, INC. (c) ENERCALC INC 1983-2023
DESCRIPTION:F1
Project File: Lowell Patio.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
PASS 1.054 Sliding - X-X 0.4508 k 0.4752 k +0.60D+0.70E
PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding
DESIGN SUMMARY Design OK
Governing Load CombinationMin. Ratio Item Applied Capacity
PASS 0.7307 Soil Bearing 1.096 ksf 1.50 ksf +D+0.70E about Z-Z axis
PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning
PASS 2.372 Overturning - Z-Z 0.9016 k-ft 2.138 k-ft +0.60D+0.70E
PASS n/a Uplift 0.0 k 0.0 k No Uplift
PASS 0.01266 Z Flexure (+X) 0.6390 k-ft/ft 50.472 k-ft/ft +1.20D+1.60Lr
PASS 0.01266 Z Flexure (-X) 0.6390 k-ft/ft 50.472 k-ft/ft +1.20D+1.60Lr
PASS 0.01266 X Flexure (+Z)0.6390 k-ft/ft 50.472 k-ft/ft +1.20D+1.60Lr
PASS 0.01266 X Flexure (-Z)0.6390 k-ft/ft 50.472 k-ft/ft +1.20D+1.60Lr
PASS n/a 1-way Shear (+X) 0.0 psi 75.0 psi n/a
PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a
PASS n/a 1-way Shear (+Z) 0.0 psi 75.0 psi n/a
PASS n/a 1-way Shear (-Z) 0.0 psi 75.0 psi n/a
PASS n/a 2-way Punching 1.135 psi 75.0 psi +1.20D+1.60Lr
Top reinforcing mat required (see 'Bending' tab).
Hand check required for anchor pullout.
Detailed Results
Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow
Soil Bearing
(in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination...
X-X, D Only 1.50 n/a0.6258 0.6258 n/a 0.4170.0n/a
X-X, +D+Lr 1.50 n/a1.005 1.005 n/a 0.6700.0n/a
X-X, +D+0.750Lr 1.50 n/a0.9102 0.9102 n/a 0.6070.0n/a
X-X, +D+0.70E 1.50 n/a0.6258 0.6258 n/a 0.4170.0n/a
X-X, +D+0.5250E 1.50 n/a0.6258 0.6258 n/a 0.4170.0n/a
X-X, +0.60D 1.50 n/a0.3755 0.3755 n/a 0.2500.0n/a
X-X, +0.60D+0.70E 1.50 n/a0.3755 0.3755 n/a 0.2500.0n/a
Z-Z, D Only 1.50 0.6258n/a n/a 0.6258 0.417n/a0.0
Z-Z, +D+Lr 1.50 1.005n/a n/a 1.005 0.670n/a0.0
Z-Z, +D+0.750Lr 1.50 0.9102n/a n/a 0.9102 0.607n/a0.0
Z-Z, +D+0.70E 1.50 0.1556n/a n/a 1.096 0.731n/a3.415
Z-Z, +D+0.5250E 1.50 0.2732n/a n/a 0.9784 0.652n/a2.561
Z-Z, +0.60D 1.50 0.3755n/a n/a 0.3755 0.250n/a0.0
Z-Z, +0.60D+0.70E 1.50 0.0n/a n/a 0.8606 0.574n/a5.692
Rotation Axis &
Overturning Stability
Load Combination... StatusOverturning Moment Resisting Moment Stability Ratio
X-X, D Only None 0.0 k-ft Infinity OK
X-X, +D+Lr None 0.0 k-ft Infinity OK
X-X, +D+0.750Lr None 0.0 k-ft Infinity OK
X-X, +D+0.70E None 0.0 k-ft Infinity OK
X-X, +D+0.5250E None 0.0 k-ft Infinity OK
X-X, +0.60D None 0.0 k-ft Infinity OK
X-X, +0.60D+0.70E None 0.0 k-ft Infinity OK
Z-Z, D Only None 0.0 k-ft Infinity OK
Z-Z, +D+Lr None 0.0 k-ft Infinity OK
Z-Z, +D+0.750Lr None 0.0 k-ft Infinity OK
Z-Z, +D+0.70E 0.9016 k-ft 3.564 k-ft 3.953 OK
Z-Z, +D+0.5250E 0.6762 k-ft 3.564 k-ft 5.271 OK
Z-Z, +0.60D None 0.0 k-ft Infinity OK
Z-Z, +0.60D+0.70E 0.9016 k-ft 2.138 k-ft 2.372 OK
Page 25 of 26
1401 S Lowell St
11/13/2024
Giovanni Quintero
13637 Ruther Ave. Unit R Project: Lowell Patio
South Gate, CA 90280 Engineer: A.H.
Telephone: 310 749.7536 Date : 02/28/2024
e-mail: looking4gio@gmail.com
Weight
[Lbs]
Lenght 2.25
Depth 2.00
2050
1660
3710
Foundation Weight = 3710 >875
4.24 >1.25 Safety Factor OK
875
Uplift Verification:
= Seismic Uplift
Seismic Uplift:
*Per Wind Analysis
Uplift [Lbs]
2050
TOTAL WEIGHT
Dead Load Column
Total Weight Foundation Column
UPLIFT VERIFICATION
Weight Calculation:
Concrete Pad
Dimensions [ft]
Concrete
Density
[Lbs/ft3]
145
Page 26 of 26
1401 S Lowell St
11/13/2024