24041 Masonry Cafe CMU Wall Repair - Structural Permit Set (2024-03-29)AREA DESIGN DEAD
LOAD LIVE LOAD (2)PARTITION
LOAD
CONCENTRATED
LOADS
ROOF 25 PSF (1)
THESE GENERAL NOTES ARE TO BE USED AS A SUPPLEMENT TO THE SPECIFICATIONS. ANY DISCREPANCIES
FOUND AMONG THE DRAWINGS, THE SPECIFICATIONS, THESE GENERAL NOTES AND THE SITE CONDITIONS SHALL
BE REPORTED TO THE ARCHITECT, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY
THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL
CONTRACTOR'S RISK. THE GENERAL CONTRACTOR SHALL VERIFY AND COORDINATE DIMENSIONS AMONG ALL
DRAWINGS PRIOR TO PROCEEDING WITH ANY WORK OR FABRICATION. THE STRUCTURE HAS BEEN DESIGNED
TO RESIST CODE SPECIFIED VERTICAL AND LATERAL FORCES AFTER THE CONSTRUCTION OF ALL STRUCTURAL
ELEMENTS HAS BEEN COMPLETED. STABILITY OF THE STRUCTURE PRIOR TO COMPLETION IS THE SOLE
RESPONSIBILITY OF THE GENERAL CONTRACTOR. THIS RESPONSIBILITY INCLUDES BUT IS NOT LIMITED TO JOB
SITE SAFETY; ERECTION MEANS, METHODS, AND SEQUENCES; TEMPORARY SHORING, FORMWORK, BRACING;
USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. PROVIDE ADEQUATE RESISTANCE TO LOADS ON THE
STRUCTURES DURING CONSTRUCTION PER SEI/ASCE STANDARD NO. 37-14 "DESIGN LOADS ON STRUCTURES
DURING CONSTRUCTION."
CONSTRUCTION OBSERVATION BY THE STRUCTURAL ENGINEER IS FOR GENERAL CONFORMANCE WITH DESIGN
ASPECTS ONLY AND IS NOT INTENDED IN ANY WAY TO REVIEW THE CONTRACTOR'S CONSTRUCTION PROCEDURES.
STANDARDS
ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2021 INTERNATIONAL BUILDING CODE
(IBC) AS AMENDED AND ADOPTED BY THE LOCAL BUILDING OFFICIAL OR APPLICABLE JURISDICTION.
CONTRACT DRAWINGS / DIMENSIONS
ARCHITECTURAL DRAWINGS ARE THE PRIME CONTRACT DRAWINGS. CONSULTANT DRAWINGS BY OTHER
DISCIPLINES ARE SUPPLEMENTARY TO ARCHITECTURAL DRAW INGS. REPORT DIMENSIONAL OMISSIONS OR
DISCREPANCIES BETWEEN ARCHITECTURAL DRAWINGS AND STRUCTURAL, MECHANICAL, ELECTRICAL OR CIVIL
DRAWINGS TO ARCHITECT PRIOR TO PROCEEDING WITH WORK.
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS. PRIMARY
STRUCTURAL ELEMENTS ARE DIMENSIONED ON STRUCTURAL PLANS AND DETAILS AND OVERALL LAYOUT OF
STRUCTURAL PORTION OF WORK. SOME SECONDARY ELEMENTS ARE NOT DIMENSIONED, SUCH AS WALL
CONFIGURATIONS, INCLUDING EXACT DOOR AND WINDOW LOCATIONS, ALCOVES, SLAB SLOPES AND DEPRESSIONS,
CURBS, ETC. VERTICAL DIMENSIONAL CONTROL IS DEFINED BY ARCHITECTURAL WALL SECTIONS AND BUILDING
SECTIONS. STRUCTURAL DETAILS SHOW DIMENSIONAL RELATIONSHIPS TO CONTROL DIMENSIONS DEFINED BY
ARCHITECTURAL DRAWINGS. DETAILING AND SHOP DRAWING PRODUCTION FOR STRUCTURAL ELEMENTS WILL
REQUIRE DIMENSIONAL INFORMATION CONTAINED IN BOTH ARCHITECTURAL AND STRUCTURAL DRAWINGS.
VERTICAL LOADS
LATERAL FORCES
LATERAL FORCES ARE TRANSMITTED BY DIAPHRAGM ACTION OF ROOF AND FLOORS TO SHEAR WALLS. LOADS
ARE THEN TRANSFERRED TO FOUNDATION BY SHEAR WALL ACTION WHERE ULTIMATE DISPLACEMENT IS
RESISTED BY PASSIVE PRESSURE OF EARTH AND/OR SLIDING FRICTION. OVERTURNING IS RESISTED BY DEAD
LOAD OF THE STRUCTURE.
WIND:
THE BUILDING MEETS THE CRITERIA TO USE THE "ENCLOSED, PARTIALLY ENCLOSED, AND OPEN BUILDING OF ALL
HEIGHTS PROCEDURE" PER ASCE 7-16.
- EXPOSURE CATEGORY = B
- BASIC WIND SPEED, (3 SEC. GUST), VULT = 100 MPH; VASD = 80 MPH
- RISK CATEGORY PER IBC TABLE 1604.5 =
- TOPOGRAPHIC FACTOR KZT = 1.00
- INTERNAL PRESSURE COEFFICIENT (ENCLOSED) = ± 0.18
SEISMIC IMPORTANCE FACTOR, e = 1.0
RISK CATEGORY OF BUILDING PER IBC TABLE 1604.5 = II
SPECTRAL RESPONSE ACCELERATIONS SS = 1.288 & S1 = 0.465
SITE CLASS PER TABLE 20.3-1 = D (DEFAULT)
DESIGN SPECTRAL RESPONSE ACCELERATIONS SDS = 1.03 & SD1 = N/A
SEISMIC DESIGN CATEGORY = D
I
SEISMIC:(ASCE 7-16) Fp = 0.4SDS e
GENERAL NOTES
DESIGN CRITERIA
EXISTING BUILDING STRUCTURAL SCOPE OF WORK
THE STRUCTURAL SCOPE OF WORK FOR THIS PROJECT IS LIMITED SOLELY TO ADDRESSING THE DAMAGE
TO THE EXTERIOR MASONRY WALLS DUE TO THE IMPACT OF A VEHICLE. THE DAMAGE HAS BEEN
PREVIOUSLY ASSESSED IN A REPORT DATED 10/19/2023, PREPARED BY PCS STRUCTURAL SOLUTIONS, AND
NOTES THAT THE STRUCTURAL DAMAGE WAS LIMITED TO THE NORTH WALL OVER THE FULL WIDTH OF THE
BUILDING AND ALONG THE WEST WALL BACK TO THE FACE OF THE ADJACENT BUILDING TO THE WEST.
THE NEW CMU WALLS WILL BE REINFORCED AND WILL COMPLY WITH THE 2021 IBC IN REGARDS TO OUT OF
PLANE AND VERTICAL LOADS. ANCHORAGE IS PROVIDED TO THE EXISTING DIAPHRAGM WITHOUT
IMPROVEMENT TO THE EXISTING ROOF.
300#20 PSF
II
I
MASONRY ASSEMBLIES: SHALL BE CONSTRUCTED IN COMPLIANCE WITH THE REQUIREMENTS IBC CHAPTER 21,
AND SHALL BE TESTED PER SECTION 2105.1 FOR COMPLIANCE WITH f'm. MINIMUM SPECIFIED COMPRESSIVE
STRENGTH, f'm, SHALL BE 2000 PSI FOR CONCRETE MASONRY ASSEMBLIES AND 2500 PSI FOR HOLLOW CLAY
MASONRY ASSEMBLIES.
HOLLOW CONCRETE MASONRY UNITS (CMU): SHALL CONFORM TO ASTM C90. MINIMUM FACE SHELL THICKNESS
AS DEFINED BY ASTM C90, SECTION 5.3.1. PROVIDE GRADE N, MEDIUM WEIGHT BLOCK WITH MINIMUM SPECIFIED
COMPRESSIVE STRENGTH AS NOTED ABOVE. CMU CONSTRUCTION SHALL BE SOLID GROUTED UNLESS NOTED
OTHERWISE.
MASONRY
POST-INSTALLED ANCHORS: SHALL ONLY BE USED WHERE SPECIFIED ON THE CONSTRUCTION DOCUMENTS.
THE CONTRACTOR SHALL OBTAIN APPROVAL FROM THE STRUCTURAL ENGINEER PRIOR TO INSTALLING POST-
INSTALLED ANCHORS IN PLACE OF MISSING OR MISPLACED CAST-IN-PLACE ANCHORS. CARE SHALL BE TAKEN IN
PLACING POST-INSTALLED ANCHORS TO AVOID CONFLICTS W ITH REBAR. INSTALL IN ACCORDANCE WITH THE
MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. INSTALLER SHALL BE QUALIFIED AND TRAINED BY
THE MANUFACTURER. HOLES SHALL BE HAMMER DRILLED ONLY (ROTARY DRILLED ONLY AT UNREINFORCED
MASONRY - NO HAMMER TOOLS).
SUBSTITUTION REQUESTS, FOR PRODUCTS OTHER THAN THOSE SPECIFIED BELOW, SHALL BE SUBMITTED FOR
APPROVAL A MINIMUM OF 2 WEEKS PRIOR TO BID, ALONG W ITH CALCULATIONS THAT SHALL BE STAMPED BY A
PROFESSIONAL ENGINEER (LICENSED IN THE STATE OF THE PROJECT) DEMONSTRATING THAT THE
SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING EQUIVALENT PERFORMANCE VALUES (MINIMUM) OF THE
SPECIFIED PRODUCT USING THE APPROPRIATE DESIGN PROCEDURE AND/OR STANDARD(S) AS REQUIRED BY
THE BUILDING CODE.
POST-INSTALLED ANCHORS
CONCRETE ANCHORS:
- ADHESIVE ANCHORS: HILTI HIT-HY 200 V3 (ICC-ESR-4868), HILTI HIT-RE 500 V3 (ICC-ESR-3814), DEWALT
PURE 110+ (ICC-ESR-3298) OR SIMPSON SET-3G (ICC-ESR-4057) OR PRE-APPROVED EQUAL.
*CONCRETE SHALL BE A MINIMUM OF 21 DAYS OLD AT TIME OF INSTALLATION.
*CONCRETE SHALL BE IN THE TEMPERATURE RANGE AS REQUIRED BY THE CONCRETE
MANUFACTURER.
*HOLE SHALL BY HAMMER-DRILLED ONLY.
*DO NOT INSTALL IN WATER-FILLED HOLES.
*INSTALLER OF HORIZONTAL OR UPWARDLY INCLINED (ANY POSITION EXCEPT DIRECTLY
DOWNWARD) ANCHORS SHALL ALSO BE CERTIFIED BY THE ACI/CRSI ADHESIVE ANCHOR
INSTALLER CERTIFICATION PROGRAM.
- EXPANSION ANCHORS: KWIKBOLT TZ2 (ICC ESR-4266) BY HILTI, INC., OR PRE-APPROVED EQUAL.
- SCREW ANCHORS: KWIK HUS-EZ (ICC ESR-3027) BY HILTI, INC., OR PRE-APPROVED EQUAL.
MASONRY ANCHORS (SOLID GROUTED MASONRY):
- ADHESIVE ANCHORS: HILTI HIT-HY 270 (ICC-ESR-4143) OR PRE-APPROVED EQUAL.
- EXPANSION ANCHORS: KWIKBOLT III (ICC ESR-1385) BY HILTI, INC. OR PRE-APPROVED EQUAL.
- SCREW ANCHORS: KWIK HUS-EZ (ICC ESR-3056) BY HILTI, INC. OR PRE-APPROVED EQUAL.
MASONRY ANCHORS (HOLLOW MASONRY):
- ADHESIVE ANCHORS: HILTI HIT-HY 270 WITH SCREEN TUBES AT HOLLOW CMU & UNREINFORCED BRICK
MASONRY (ICC-ESR-4143 & ICC-ESR-4144) BY HILTI, INC. OR PRE-APPROVED EQUAL USING THE
APPROPRIATE SIZE SCREEN TUBE REQUIRED BY THE MANUFACTURER.
MINIMUM LAP SPLICE LENGTHS "Ld" FOR TYPICAL CONDITIONS (1)
BAR SIZE CORNER BARS FOUNDATION
DOWELS (3)
VERTICAL WALL
REINFORCING
HORIZONTAL WALL
REINFORCING
LONG. LINTEL
REINFORCING
#3 12" 12" 12" 12" 12"
#4 20" 20" 20" 20" 20"
#5 30" 30" 30" 30" 30"
#6 40" 40" 54" 40" 60"
#7 46" 46"(2)46" (2)
#8 60" 60"(2)60" (2)
MORTAR IN STRUCTURAL WALLS: SHALL BE TYPE S PER THE IBC. CONFORM TO ASTM C270. MINIMUM
COMPRESSIVE STRENGTH = 1800 PSI.
GROUT: GROUT FOR POURING SHALL BE A FLUID CONSISTENCY. CONFORM TO ASTM C476 AND TMS 402.
f'g=2500 PSI MINIMUM AT 28 DAYS.
GROUT SHALL BE CONSOLIDATED BY MECHANICAL VIBRATION DURING PLACEMENT AND BEFORE LOSS OF
PLASTICITY IN A MANNER TO FILL THE GROUT SPACE. GROUT POURS GREATER THAN 12 INCHES SHALL BE
RECONSOLIDATED BY MECHANICAL VIBRATION 15 TO 20 MINUTES AFTER PLACEMENT TO MINIMIZE VOIDS DUE
TO WATER LOSS. GROUT POURS 12 INCHES OR LESS IN HEIGHT SHALL BE MECHANICALLY VIBRATED, OR
PUDDLED. COVER AND KEEP DRY ALL MASONRY WORK DURING CONSTRUCTION AND PREVENT MOISTURE
ABSORPTION INTO MASONRY UNTIL THE ROOFING IS COMPLETE.
REQUIREMENTS FOR ALL-WEATHER MASONRY CONSTRUCTION: HOT AND COLD WEATHER CONSTRUCTION
REQUIREMENTS SHALL BE IN ACCORDANCE WITH TMS 602 "SPECIFICATION FOR MASONRY STRUCTURES",
ARTICLES 1.8C AND 1.8D.
REINFORCING STEEL (MASONRY): REINFORCING SHALL CONFORM TO ASTM A615, GRADE 60 (GRADE A706 FOR
WELDED BARS UNLESS NOTED OTHERWISE). DETAIL, FABRICATE AND PLACE PER ACI 315 AND ACI 318. SPLICES
SHALL BE AS NOTED BELOW.
(1) FOR SPECIAL SPLICE CONDITIONS, REFER TO STRUCTURAL DRAWINGS FOR LAP LENGTH REQUIREMENTS.
(2) MECHANICAL COUPLERS ARE REQUIRED.
(3) FOR LAP SPLICES OF FOUNDATION DOWELS IN CANTILEVERED WALLS, USE LAP SPLICE LENGTHS FOR
VERTICAL WALL REINFORCING.
VERTICAL BAR POSITIONERS: VERTICAL REINFORCING SHALL BE SECURED AGAINST DISPLACEMENT PRIOR
TO GROUTING BY "FIGURE 8" VERTICAL BAR POSITIONERS FOR SINGLY AND DOUBLY REINFORCED CELLS BY
WIRE-BOND OR PRE-APPROVED EQUAL.
LAP SPLICE SUBSTITUTION: REDUCTION IN MASONRY REINFORCEMENT LAP SPLICES ARE PERMITTED PER TMS
402 SECTION 6.1.6.1.1.2 WITH ADDITIONAL CONFINEMENT REINFORCEMENT AS A SUBSTITUTION TO SPECIFIED LAP
SPLICES. A REINFORCEMENT PROPOSAL SHALL BE SUBMITTED FOR APPROVAL PRIOR TO BID AND INCLUDE
SKETCHES OF REINFORCEMENT PATTERN TO JUSTIFY LAP SPLICE REDUCTION AND SHALL BE STAMPED BY A
LICENSED PROFESSIONAL ENGINEER IN THE STATE OF THE PROJECT.
STRUCTURAL STEEL
MATERIAL PROPERTIES
SHAPES AND PLATES: ASTM A36 (Fy = 36 KSI) TYP. U.N.O.; ASTM A572 (Fy = 50 KSI) WHERE INDICATED
MACHINE BOLTS (M.B.): ASTM A307, GRADE A
ANCHOR BOLTS (A.B.): ASTM F1554, GRADE 36, UNLESS NOTED OTHERWISE, ASTM F1554, GRADE 105 WHERE
INDICATED.
ADHESIVE ANCHOR RODS: FULLY THREADED ASTM F1554, GRADE 36 UNLESS NOTED OTHERWISE.
PENNYWEIGHT DIAMETER (INCHES)LENGTH (INCHES)
8d
10d
16d
20d
0.131
0.148
0.148
0.192
2-1/2
3
3-1/2
4
ALL NAILS AND STAPLES SHALL CONFORM TO ASTM F1667 INCLUDING SUPPLEMENT 1.
FOR DIAPHRAGM OR SHEAR WALL NAILING THE FOLLOWING FASTENER TYPES MAY
BE USED AT EQUIVALENT SPACING TO THAT SPECIFIED ON PLANS.
CARPENTRY:
NAILS: CONNECTION DESIGNS ARE BASED ON NAILS WITH THE FOLLOWING PROPERTIES:
FASTENER TYPE DIAMETER
(INCHES)
LENGTH
(INCHES)
8d COMMON WIRE 0.131 62-1/2
EQUIVALENT SPACING
(INCHES)
4 3
8d "DIPPED GALV. BOX"0.131 62-1/2 4 3
8d COOLER 0.113 4-1/22-1/2 3 2-1/2
14 GA. STAPLES 0.080 61-1/2*4 3
16 GA. STAPLES 0.062 41-1/2*3 -
10d COMMON WIRE 0.148 63 4 3
10d "HOT DIPPED GALV. BOX"0.148 63 4 3
10d "SHINY BOX"0.131 4-1/23 3 2-1/4
16d COMMON WIRE 0.162 63-1/2 4 3
16d SINKER NAIL 0.148 53-1/4 3-1/4 2-1/2
* BASED ON 15/32" PLYWOOD OR OSB.
WOOD SHEATHING (STRUCTURAL): SHEATHING ON ROOF SURFACES SHALL BE PLYWOOD ONLY. SHEATHING ON
FLOOR AND WALLS SHALL BE PLYWOOD OR ORIENTED STRAND BOARD (OSB). PLYWOOD SHEATHING SHALL BE
5-PLY MINIMUM WHERE INDICATED AS PERFORMANCE CATEGORY 3/4" OR THICKER. WOOD SHEATHING SHALL BE
"STRUCTURAL I" CONFORMING TO PS1-09 AND/OR PS2-10. ALL PANELS SHALL BEAR THE STAMP OF AN APPROVED
GRADING AGENCY. SPAN RATING SHALL BE PROVIDED AS FOLLOWS: ROOF FRAMING AT 32"O.C. (48/24); ROOF
FRAMING AT 24"O.C. (32/16); WALLS (32/16); FLOORS (48/24) ALL WOOD SHEATHED WALLS SHALL BE BLOCKED AT
ALL PANEL EDGES UNLESS NOTED OTHERWISE.
GENERAL REQUIREMENTS: PROVIDE MINIMUM NAILING PER IBC TABLE 2304.10.1 OR MORE, AS OTHERWISE
SHOWN. STAGGER ALL NAILING TO PREVENT SPLITTING OF WOOD MEMBERS. ALL WOOD IN CONTACT WITH
CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED W ITH THE EXCEPTION OF INTERIOR CONCRETE
TOPPINGS ON WOOD FLOOR SYSTEMS. HOLES AND CUTS IN 3x OR 4x PLATES SHOULD BE TREATED WITH A 9%
SOLUTION OF COPPER NAPHTHENATE. BOLT HOLES IN WOOD MEMBERS SHALL BE A MINIMUM OF 1/32" TO A
MAXIMUM OF 1/16" LARGER THAN THE BOLT DIAMETER. PROVIDE CUT WASHERS WHERE BOLT HEADS, NUTS AND
LAG SCREW HEADS BEAR ON WOOD. PROVIDE A MINIMUM 3"x3"x0.229" PLATE WASHER ON ALL ANCHOR BOLTS
WHICH CONNECT MUD SILLS TO FOUNDATION. DO NOT NOTCH OR DRILL STRUCTURAL MEMBERS, EXCEPT AS
ALLOWED BY IBC SECTIONS 2308.4.2.4, 2308.5.9, 2308.5.10 AND 2308.7.4 OR AS RESTRICTED BY PLANS OR DETAILS,
OR AS APPROVED PRIOR TO INSTALLATION. REFER TO PRESERVATIVE TREATED WOOD REQUIREMENTS IN THESE
GENERAL NOTES FOR GALVANIZING REQUIREMENTS FOR CONNECTORS AND FASTENERS.
FRAMING CONNECTORS: SHALL CONFORM TO CURRENT EVALUATION REPORT AND BE MANUFACTURED BY
SIMPSON STRONG-TIE COMPANY, SAN LEANDRO, CA., OR PRE-APPROVED EQUAL. PROVIDE MAXIMUM SIZE AND
QUANTITY OF NAILS OR BOLTS PER MANUFACTURER, EXCEPT AS NOTED OTHERWISE. PROVIDE LEAD HOLES AS
REQUIRED TO PREVENT SPLITTING OF WOOD MEMBERS. REFER TO PRESERVATIVE TREATED WOOD
REQUIREMENTS IN THESE GENERAL NOTES FOR GALVANIZING REQUIREMENTS FOR CONNECTORS AND
FASTENERS.
APPLICATION SPECIFIED MATERIAL PRESERVATIVE
TREATMENT (1)
CONNECTORS &
FASTENERS (2)(3)
EX
P
O
S
U
R
E
DR
Y
FOUNDATION SILL PLATES,
TOP PLATES & LEDGERS ON
CONCRETE OR MASONRY
WALLS (4)
2x, 4x, 6x (FIR), OR
GLULAM (SP)
SBX GALV (G60)
ACQ, CBA, CA GALV (G185)
WE
T
FRAMING, DECKING,
POSTS & LEDGERS
2x, & 4x (FIR)ACQ, CBA, CA GALV (G185)
2x, & 4x (CEDAR) NONE GALV (G90)
BEAMS & COLUMNS 6x (FIR), OR GLULAM (SP) ACQ, CBA, CA GALV (G185)
6x OR GLULAM (CEDAR) NONE GALV (G90)
1. CCA: CHROMATED COPPER ARSENATE NOT PERMITTED FIR: DOUG-FIR OR HEM-FIR
SBX: DOT SODIUM BORATE SP: SOUTHERN PINE
ACQ: ALKALINE COPPER QUAT
CBA & CA: COPPER AZOLE
2. CONNECTORS: JOIST HANGERS, STRAPS, FRAMING CONNECTORS, COLUMN CAPS AND BASES, ETC.
FASTENERS: MACHINE BOLTS, ANCHOR BOLTS AND LAG SCREWS WITH ASSOCIATED PLATE WASHERS
AND NUTS. NAILS, SPIKES, WOOD SCREWS, ETC.
3. G60, G90 & G185 PER ASTM A653 FOR COLD-FORMED STEEL CONNECTORS. BATCH/POST HOT-DIP
GALVANIZED PER ASTM A123 FOR CONNECTORS AND ASTM A153 STRUCTURAL STEEL CONNECTORS.
HOT-DIP GALVANIZED PER ASTM A153 FOR FASTENERS OR MECHANICALLY GALVANIZED FASTENERS PER
ASTM B695, CLASS 55 OR GREATER.
4. AT CONTRACTORS OPTION, LEDGERS AND TOP PLATES A MINIMUM OF 8 FEET ABOVE GRADE ON
CONCRETE OR MASONRY WALLS MAY BE UN-TREATED IF COMPLETELY SEPARATED FROM THE WALL BY A
SELF ADHERING ICE & WATER SHIELD BARRIER (40 MIL MINIMUM).
PRESERVATIVE TREATED WOOD REQUIREMENTS:
TREATMENTS OTHER THAN THOSE LISTED BELOW ARE NOT PERMITTED.
FRAMING LUMBER: STANDARDS. EACH PIECE SHALL BEAR THE GRADE TRADEMARK OF THE WEST COAST LUMBER
INSPECTION BUREAU (WCLIB), WESTERN WOOD PRODUCTS ASSOCIATION (WWPA), OR OTHER AGENCY
ACCREDITED BY THE AMERICAN LUMBER STANDARD COMMITTEE (ALSC) TO GRADE UNDER ALSC CERTIFIED
GRADING RULES.
SPECIES AND GRADE (BASE DESIGN VALUE)
1. 6x BEAMS AND HEADERS. "DOUG FIR-LARCH" NO. 1 (Fb=1350 PSI, Fv=170 PSI)
2. 2x TO 4x JOISTS, PURLINS AND HEADERS. "DOUG FIR-LARCH" NO. 2 (Fb=900 PSI, Fv=180 PSI) OR "HEM-FIR"
NO. 1 (Fb=975 PSI, Fv=150 PSI)
3. 6x POSTS AND COLUMNS. "DOUG FIR-LARCH" NO. 1 (Fc=1000 PSI)
4. EXTERIOR STUDS, INTERIOR BEARING WALLS AND 4x COLUMNS. "DOUG FIR-LARCH" NO. 2 (Fb= 900 PSI, Fc=
1350 PSI) OR "HEM-FIR" NO. 1 (Fb=975 PSI, Fc=1350 PSI).
5. INTERIOR NON-BEARING STUD WALLS. "DOUG FIR-LARCH" NO. 2 (Fb=900 PSI. Fc=1350 PSI) OR "HEM-FIR" NO. 1
(Fb=975 PSI, Fc=1350 PSI)
6. 2x & 3x T&G DECKING: "DOUG FIR-LARCH" COMMERCIAL (Fb=1450 PSI, E=1700 KSI)
7. THE MINIMUM GRADE OF ALL OTHER STRUCTURAL FRAMING. "DOUG FIR-LARCH" NO. 2 (Fb= 900 PSI, Fc=1350
PSI), OR "HEM-FIR" NO. 1 (Fb=975 PSI, Fc=1350 PSI).
8. UTILITY & STANDARD GRADES NOT PERMITTED.
STRUCTURAL ENGR.BLDG. DEPT.
1.
2.
MASONRY WALL REINFORCING DRAWINGS X X
SHOP DRAWINGS/SUBMITTALS
THE FOLLOWING SHOP DRAWINGS/SUBMITTALS SHALL BE PROVIDED FOR REVIEW AND APPROVAL BY THE
STRUCTURAL ENGINEER PRIOR TO FABRICATION OR DELIVERY.
MISCELLANEOUS:
PRE-APPROVED SUBSTITUTIONS: SUBSTITUTIONS MAY BE ALLOW ED ONLY IF THEY MEET THE REQUIREMENTS
OF THESE GENERAL NOTES AND THE SPECIFICATIONS, AND IF COMPLETE WRITTEN ENGINEERING DATA FOR
EACH CONDITION REQUIRED FOR THIS PROJECT IS PROVIDED TO THE STRUCTURAL ENGINEER TWO WEEKS
PRIOR TO BID DATE AND APPROVED IN WRITTEN ADDENDA BY THE ARCHITECT. DATA IS TO INDICATE CODE
BASIS BY YEAR, AUTHORITY FOR STRESSES AND STRESS INCREASES, IF ANY, AND AMOUNT OF EXPECTED
DEFLECTION FOR FLEXURAL MEMBERS UNDER (1) TOTAL LOAD AND (2) LIVE LOAD ONLY. ALL INCREASED COSTS
IN MECHANICAL, SPRINKLER, ELECTRICAL OR GENERAL INSTALLATION AND ANY ARCHITECTURAL OR
STRUCTURAL REDESIGN RESULTING FROM SUBSTITUTION SHALL BE BORNE BY THE GENERAL CONTRACTOR.
CONTRACTOR'S STATEMENT OF RESPONSIBILITY X X
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GENERAL NOTES
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3/29/2024
24-041
10
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PERMIT
STRUCTURAL DRAWING INDEX
SHEET NUMBER SHEET DESCRIPTION
S1.01 GENERAL NOTES
S1.02 GENERAL NOTES
S2.01 FOUNDATION & ROOF FRAMING PLANS
S3.01 DETAILS
Grand total: 4
STATEMENT OF SPECIAL INSPECTIONS:
SPECIAL INSPECTION: SPECIAL INSPECTION SHALL BE PROVIDED PER THE REQUIREMENTS OF IBC SECTION 1704 AND 1705 AND AS NOTED HEREIN.
STRUCTURAL
SYSTEM VERIFICATION AND INSPECTION CONTINUOUS PERIODIC COMMENTS REFERENCES
MASONRY
TMS 602, ART 2.4B, & 2.4H
PROPORTION OF SITE-PREPARED MORTAR X TMS 602, ART 2.1, 2.6A & 2.6C
GRADE, TYPE AND SIZE OF REINFORCEMENT,
CONNECTORS AND ANCHOR BOLTS X
TMS 602: ART 3.2D & 3.2FGROUT SPACE X PERIODIC INSPECTION PERMITTED FOR
RISK CATEGORY I, II, AND III STRUCTURES
TMS 402: SECT. 6.1, 6.3.1, 6.3.6
& 6.3.7, TMS 602: ART 3.2E & 3.4
PLACEMENT OF REINFORCEMENT,
CONNECTORS AND ANCHOR BOLTS X PERIODIC INSPECTION PERMITTED FOR
RISK CATEGORY I, II, AND III STRUCTURES
TMS 602: ART 2.6B & 2.4G.1.bPROPORTIONS OF SITE-PREPARED GROUT X X
TMS 602: ART 1.5MATERIALS AND PROCEDURES WITH THE
APPROVED SUBMITTALS X
TMS 602: ART 3.3BPLACEMENT OF MASONRY UNITS AND
MORTAR JOINT CONSTRUCTION X
TMS 602: ART 3.3FSIZE, TYPE AND LOCATION OF
STRUCTURAL MEMBERS X
TMS 402: SECT.
1.2.1(e), 6.2.1 & 6.3.1
TYPE, SIZE, AND LOCATION OF ANCHORS, INCLUDING
OTHER DETAILS OF ANCHORAGE OF MASONRY TO
STRUCTURAL MEMBERS, FRAMES OR OTHER
CONSTRUCTION
PERIODIC INSPECTION PERMITTED FOR
RISK CATEGORY I, II, AND III STRUCTURESX
TMS 602: ART 1.8C & 1.8DPREPARATION, CONSTRUCTION, AND
PROTECTION OF MASONRY DURING COLD
WEATHER (TEMPERATURE BELOW 40° F) OR
HOT WEATHER (TEMPERATURE ABOVE 90°F)
X
PLACEMENT OF GROUT TMS 602: ART 3.5 & 3.6CX
TMS 602: ART 1.4B.2.a.3, 1.4B.2.b.3,
1.4B.2.c.3, 1.4B.3 & 1.4B.4
OBSERVE PREPARATION OF GROUT SPECIMENS,
MORTAR SPECIMENS AND/OR PRISMS X PERIODIC INSPECTION PERMITTED FOR
RISK CATEGORY I, II, AND III STRUCTURES
POST INSTALLED ANCHORS INTO MASONRY X MFR EVAL REPORT
SPECIAL INSPECTION: SPECIAL INSPECTION SHALL BE PROVIDED BY AN INDEPENDENT TESTING LABORATORY
PER THE REQUIREMENTS OF IBC CHAPTER 17 AND THE LOCAL BUILDING OFFICIAL OR APPLICABLE JURISDICTION
AND THE CONTRACT DOCUMENTS. THE SPECIAL INSPECTOR SHALL SUBMIT INSPECTION REPORTS AND A FINAL
SIGNED REPORT TO THE BUILDING OFFICIAL FOR THE ITEMS LISTED IN THE QUALITY ASSURANCE/SPECIAL
INSPECTION SECTION:
TESTING AND SPECIAL INSPECTION REPORTS SHALL BE PREPARED FOR EACH INSPECTION ITEM ON A DAILY BASIS WHENEVER WORK IS PERFORMED ON THAT ITEM. REPORTS SHALL
BE DISTRIBUTED TO OWNER, CONTRACTOR, BUILDING OFFICIAL, ARCHITECT AND STRUCTURAL ENGINEER OF RECORD.
STRUCTURAL OBSERVATIONS SHALL BE PERFORMED BY THE STRUCTURAL ENGINEER OF RECORD OR DESIGNATED REPRESENTATIVE IN ACCORDANCE WITH IBC 1704.6.
STRUCTURAL OBSERVATION SHALL BE PERFORMED AS FOLLOWS:
» PERIODIC VISUAL OBSERVATION OF STRUCTURAL SYSTEMS FOR GENERAL CONFORMANCE TO CONSTRUCTION DOCUMENTS AT SIGNIFICANT CONSTRUCTION STAGES.
» REVIEW OF TESTING AND INSPECTION REPORTS.
» REPORTS SHALL BE PREPARED FOR EACH SITE VISIT AND SHALL BE DISTRIBUTED TO ARCHITECT.
GENERAL CONTRACTOR SHALL SUBMIT A WRITTEN CONTRACTOR'S STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF WORK.
THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL INCLUDE ACKNOWLEDGMENT OF AWARENESS OF THE SPECIAL INSPECTION REQUIREMENTS CONTAINED IN THE
STATEMENT OF SPECIAL INSPECTION.
ABBREVIATION LIST
HGR HANGER
A.B.ANCHOR BOLT
HDR HEADER
A.F.F.ABOVE FINISH FLOOR
HT HEIGHT
ALT. ALTERNATE
HORIZ.HORIZONTAL
ARCH.ARCHITECTURAL
HSS HOLLOW STRUCTURAL SECTION
@ AT
INT.INTERIOR
BM BEAM
JST JOIST
BRG BEARING
JT JOINT
BTWN BETWEEN
L ANGLE
BLK'G BLOCKING
LLH LONG LEG HORIZONTAL
BOT.BOTTOM
LLV LONG LEG VERTICAL
B.O.F. BOTTOM OF FOOTING
L.L.LIVE LOAD
BLD'G BUILDING
LOC.LOCATION
B.U.BUILT UP
LSL LAMINATED STRAND LUMBER
(C= )CAMBER
LVL
CANT.CANTILEVER
MAX.MAXIMUM
C.J.CONTROL/CONSTRUCTION JOINT
M.B.MACHINE BOLT
MFR MANUFACTURER
± 20'-0"
3
S2.01
(E) CONC. STEM
WALL AND FTG.
8" SOLID
GROUTED
CMU WALL
MAINTAIN (E)
CONC. SLAB
AT DOORWAY
(E) BLDG.
(E) BLDG.
±
9
'
-
4
"
___
S3.01
2
___
S3.01
3
1
S3.01
TYP.
3
S2.01
(E
)
2
x
R
O
O
F
&
CE
I
L
I
N
G
J
O
I
S
T
S
___
S3.01
2
___
S3.01
3
4
S3.01
5
S3.01
LEVEL 1
0"
ROOF LEVEL
13'-4"
13
'
-
4
"
± 20'-0"
2'-0"9'-4"2'-8"3'-4"
8'
-
8
"
2'
-
0
"
33519OX
R EB
MT DA
D
A L EOIN
E E
E
P
R
F
O
S
S GN
NI
R
GTATSN
O
T
AFOE
W
N
IHS
U
T
S
R
RA
T
C
U L
N
NE G
EE
R
I
SHEET
TITLE
REVISION
JOB #
DRAWN
DATE
CHECKED
PROJECT
STAMP
3/
2
9
/
2
0
2
4
1
2
:
0
2
:
3
3
PM
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FOUNDATION & ROOF
FRAMING PLANS
MA
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BAM
BAM
3/29/2024
24-041
10
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L
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,
W
A
9
8
5
9
7
PERMIT
1/4" = 1'-0"S2.01
1 FOUNDATION PLAN
1/4" = 1'-0"S2.01
2 ROOF FRAMING PLAN
1/4" = 1'-0"S2.01
3 WALL ELEVATION
8"
(E) CONC. STEM
WALL AND FTG.
(E) INT. CONC.
SLAB ON GRADE
8" SOLID GROUTED
CMU WALL
(E) EXT. CONC.
SIDEWALK
#5 @ 32"O.C. W/ BARS
AT ALL JAMBS & WALL
CORNERS TYP.
(2) #5 @ 32"O.C. HORIZ.
W/ CONT. BARS AT
SILLS/HEADS OF OPN'GS
DRILL (E) STEM
AND SET REINF. IN
ADHESIVE
2
1
/
2
"
1'-6"
(E) CMU WALL
SET DOWEL IN
ADHESIVE W/
SCREEN TUBE -
SEE GEN. NOTES
TYP. VERT. REINF.
#4 DOWEL @ 32" O.C.
TYP. HORIZ.
REINF.
SOLID GROUTED
CMU WALL
#4 x 1'-10" DOWEL
@ 32" O.C.
(E) CMU WALL
SET DOWEL IN
ADHESIVE W/
SCREEN TUBE -
SEE GEN. NOTES
TYP. VERT. REINF.
TYP. HORIZ. REINF.
SOLID GROUTED
CMU WALL
2
1
/
2
"
(E) 2x CEILING
& ROOF JOISTS
LTTP2 @ 48" O.C.
(E) ROOF DECKING
10d @ 6" O.C.
3x TRT'D LEDGER TO
MATCH (E) FRM'G DEPTH