ULTIMATE COMPONENTS & CLADDING WIND PRESSURES (PSF)

ROOF

ROOF ZONES

EFFECTIVE TRIBUTARY AREA * [NET UPLIFT]

ZONE 1

ZONE 2r

ZONE 3e

OVERHANG ZONE 2

OVERHANG ZONE 3

WALLS

WALL ZONES

EFFECTIVE TRIBUTARY AREA *

ZONE 4

ZONE 5

PARAPET ZONE 4 (*)

PARAPET ZONE 5 (*)

10 SF

24 / -26

50 SF

22 / -24

200 SF

20 / -21

500 SF

18 / -20

3e

ROOF

WALLS

a a a a

3e2n 2n

2e 2e1 1

3e 3e2n 2n

NOTES:

1. EDGE DISTANCE 'a' = 15'-6"

MEAN ROOF HEIGHT 'h' = 00'-0"

2. *EFFECTIVE TRIBUTARY AREA: SPAN LENGTH MULTIPLIED BY AN

EFFECTIVE WIDTH THAT NEED NOT BE LESS THAN 1/3 THE SPAN LENGTH.

3. NEGATIVE VALUE DENOTES PRESSURE ACTING AWAY FROM THE

SURFACE.

4. NOMINAL (UNFACTORED) PRESSURES MAY BE OBTAINED BY

MULTIPLYING THE VALUES IN THE CHART BY 0.60.

5. (*) POSITIVE AND NEGATIVE PARAPET PRESSURES SHALL BE ADDITIVE

WHEN EVALUATING OVER-ALL ACTION OF PARAPET.

6. JOIST NET UPLIFT IS BASED ON 0.6D - 0.6W.

24 / -32 22 / -27 20 / -23 18 / -20

24 / -44 22 / -33 20 / -29 18 / -29

24 / -66 22 / -40 20 / -29 18 / -29

HEIGHT LESS THAN 60FT

GABLE, SAWTOOTH AND MULTISPAN

GABLE >7°

5 5 a a a a θ

ZONE 2e

ZONE 2n

ZONE 3r

2r 2r

3r 3r

3r3r a a

-37

-37

-41

-48

-52

-74

-37

-37

16 / -26 [-18] 16 / -26 [-18] 16 / -26 [-18] 16 / -26 [-18]

16 / -26 [-18] 16 / -26 [-18] 16 / -26 [-18] 16 / -26 [-18]

16 / -26 [-18] 16 / -26 [-18] 16 / -26 [-18] 16 / -26 [-18]

16 / -26 [-18] 16 / -26 [-18] 16 / -26 [-18] 16 / -26 [-18]

16 / -26 [-18] 16 / -26 [-18] 16 / -26 [-18] 16 / -26 [-18]

16 / -26 [-18] 16 / -26 [-18] 16 / -26 [-18] 16 / -26 [-18]

10 SF 50 SF 200 SF 500 SF

EXISTING CONDITIONS:

1. ALL DIMENSIONS AND ELEVATIONS OF EXISTING STRUCTURES SHOWN ON

THE DRAWINGS ARE OBTAINED FROM AVAILABLE SOURCES AND ARE NOT

GUARANTEED TO BE TRUE AND EXACT. THE GENERAL CONTRACTOR

SHALL VERIFY THESE DIMENSIONS AND ELEVATIONS BY ACTUAL FIELD

MEASUREMENTS PRIOR TO FABRICATION OF ANY MATERIALS AND START

OF ANY WORK AND REPORT ANY DISCREPANCIES TO THE

ARCHITECT/ENGINEER.

2. FOR ADDITIONAL INFORMATION ON THE EXISTING CONSTRUCTION, THE

CONTRACTOR SHALL REFER TO DRAWINGS OF THE EXISTING STRUCTURE.

IN AS MUCH AS THE REMODELING AND/OR REHABILITATION OF AN EXISTING

BUILDING REQUIRES THAT CERTAIN ASSUMPTIONS BE MADE REGARDING

EXISTING CONDITIONS, AND BECAUSE SOME OF THESE ASSUMPTIONS

LOAD LIMITATIONS:

1. CONSTRUCTION ACTIVITIES SHALL NOT EXCEED THE FOLLOWING LOAD

LIMITATIONS:

TYPICAL FLOOR 50 PSF

TYPICAL ROOF AND ATTIC 20 PSF

2. CONSTRUCTION LOADS IMPOSED BY HEAVY EQUIPMENT OR OTHER

CONSTRUCTION ACTIVITY THOUGHT TO EXCEED THIS LIMIT SHALL BE

EVALUATED BY AN INDEPENDENT ENGINEER TO BE HIRED BY THE

CONTRACTOR AND SUBMITTED TO THE ARCHITECT/EOR FOR APPROVAL.

OWNERSHIP OF DOCUMENTS:

1. THE CONTRACTOR ACKNOWLEDGES THESE PLANS AND SPECIFICATIONS

PREPARED BY MORABITO CONSULTANTS, INC., AS INSTRUMENTS OF

PROFESSIONAL SERVICE.

2. NEVERTHELESS, THE PLANS AND SPECIFICATIONS PREPARED UNDER THIS

AGREEMENT SHALL REMAIN THE PROPERTY OF MORABITO CONSULTANTS,

INC. UPON COMPLETION OF THE WORK.

3. THE CONTRACTOR AGREES TO HOLD HARMLESS AND INDEMNIFY

MORABITO CONSULTANTS, INC., AGAINST ALL DAMAGES, CLAIMS, AND

LOSSES, INCLUDING DEFENSE COSTS, ARISING OUT OF ANY REUSE OF THE

PLANS AND SPECIFICATIONS WITHOUT THE WRITTEN AUTHORIZATION OF

MORABITO CONSULTANTS, INC.

GENERAL NOTES

CONTRACTORS RESPONSIBILITIES:

1. THE STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE

AFTER CONSTRUCTION IS FULLY COMPLETED. IT IS SOLELY THE

CONTRACTOR’S RESPONSIBILITY TO DETERMINE ERECTION

PROCEDURES AND SEQUENCE, AND TO ENSURE THE STABILITY OF THE

BUILDING AND ITS COMPONENT PARTS, AND THE ADEQUACY OF

TEMPORARY OR INCOMPLETE CONNECTIONS, DURING ERECTING. THIS

INCLUDES THE ADDITION OF ANY SHORING, SHEETING, TEMPORARY

GUYS, BRACING, OR TIEDOWNS THAT MIGHT BE NECESSARY. SUCH

MATERIAL IS NOT SHOWN ON THE DRAWINGS, AND IF APPLIED SHALL BE

REMOVED AS CONDITIONS PERMIT AND SHALL REMAIN THE

CONTRACTOR’S PROPERTY.

2. CONTRACTOR SHALL VERIFY ALL CONDITIONS IN THE FIELD AND

IMMEDIATELY NOTIFY THE ARCHITECT/ENGINEER OF ANY CONDITIONS

NOT AS ASSUMED; HE SHALL TAKE FIELD MEASUREMENTS AS

REQUIRED AND BE RESPONSIBLE FOR THE SAME.

3. THE CONTRACTOR SHALL COORDINATE WITH ALL RELATED TRADES

FOR DETAILING, FABRICATION AND ERECTION PRIOR TO SUBMITTING

SHOP DRAWINGS FOR APPROVAL.

4. ALL STRUCTURAL WORK SHALL BE COORDINATED WITH

ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, ETC.

REQUIREMENTS. DISCREPANCIES AND/OR INTERFERENCES SHALL BE

REPORTED TO THE ARCHITECT/ENGINEER IMMEDIATELY.

5. THE ENGINEER HAS NO EXPERTISE IN, AND TAKES NO RESPONSIBILITY

FOR, CONSTRUCTION MEANS AND METHODS OR JOBSITE SAFETY

DURING CONSTRUCTION.

6. PROCESSING AND/OR APPROVED SUBMITTALS MADE BY THE

CONTRACTOR WHICH MAY CONTAIN INFORMATION RELATED TO

CONSTRUCTION METHODS OF SAFETY ISSUES, OR PARTICIPATION IN

MEETINGS WHERE SUCH ISSUES MIGHT BE DISCUSSED, SHALL NOT BE

CONSTRUED AS VOLUNTARY ASSUMPTION BY THE ENGINEER OF ANY

RESPONSIBILITY OF EACH CONTRACTOR TO FOLLOW ALL APPLICABLE

SAFETY CODES AND REGULATIONS DURING ALL PHASES OF

CONSTRUCTION.

7. THE ENGINEER IS NOT ENGAGED IN AND DOES NOT SUPERVISE

CONSTRUCTION.

DEMOLITION:

1. REMOVE EXISTING CONSTRUCTION AS SHOWN ON PLANS. SEE

SECTIONS AND DETAILS FOR THE EXTENT OF STRUCTURE TO BE

REMOVED.

2. EXISTING STRUCTURAL ELEMENTS SHALL REMAIN UNLESS

SPECIFICALLY NOTED ON PLAN TO BE REMOVED.

3. IF FIELD CONDITIONS DIFFER FROM THOSE SHOWN ON DRAWINGS,

NOTIFY ARCHITECT/ENGINEER BEFORE PROCEEDING WITH DEMOLITION.

4. CONTRACTOR SHALL PROVIDE ALL NECESSARY TEMPORARY SHORING

AS REQUIRED TO ASSURE SAFE DEMOLITION PROCEDURES.

CONCRETE UNDERPINNING:

1. ALL WALLS TO BE UNDERPINNED SHALL BE COMPLETED IN 4'-0" WIDE

SECTIONS MAXIMUM.

2. THE UNDERPINNING SHALL BE DESIGNED BY AN EXPERIENCED

REGISTERED STRUCTURAL ENGINEER WHO SHALL SUBMIT

CALCULATIONS, DETAILS, AND CONSTRUCTION PROCEDURES FOR

APPROVAL PRIOR TO COMMENCEMENT OF WORK.

3. THE DETAILS ON THE PLANS ARE CONCEPTUAL, AND MUST BE

CONFIRMED BY THE UNDERPINNING ENGINEER.

4. THE EXCAVATION SHALL BE SHORED, AS NECESSARY.

5. NEW CONCRETE SHALL HAVE A SHRINKAGE COMPENSATING

ADMIXTURE, AND BE POURED THE FULL WIDTH OF THE EXISTING

FOOTING.

6. ADJACENT SECTIONS SHALL OBTAIN FULL DESIGN STRENGTH OF 3000

PSI PRIOR TO EXCAVATION OF ADJACENT SECTIONS.

7. ONLY PERSONNEL EXPERIENCED WITH CONCRETE UNDERPINNING

SHALL COMPLETE ALL WORK.

EXCAVATION SUPPORT SYSTEMS:

1. PROTECT THE SITE FROM CAVING AND UNACCEPTABLE SOIL

MOVEMENT.

2. LOCATE THE SHORING SYSTEM TO CLEAR PERMANENT CONSTRUCTION

AND TO PERMIT FORMING AND FINISHING OF CONCRETE SURFACES.

3. PROVIDE A SHORING SYSTEM ADEQUATELY ANCHORED AND BRACED

TO RESIST EARTH AND HYDROSTATIC PRESSURES.

4. THE CONTRACTOR SHALL EMPLOY AN INSPECTION AGENCY APPROVED

BY THE A/E TO INSPECT THE SHEETING AND SHORING OPERATION TO

ASSURE COMPLIANCE IN ALL REQUIREMENTS.

5. RESPONSIBILITY FOR ALL WORK SHALL BE ASSUMED BY THE

CONTRACTOR. HE SHALL TAKE ALL PRACTICAL PRECAUTIONS TO

ASSURE THE COMPLETE SAFETY AND SUFFICIENCY OF WORK

PROVIDED UNDER THIS SECTION AND SHALL BE RESPONSIBLE FOR ANY

AND ALL DAMAGE.

6. SUBMIT SHEETING AND SHORING DESIGN DRAWINGS AND

CALCULATIONS WITH THE CONSTRUCTION ENGINEER'S SEALS

SHOWING METHODS, MATERIALS, LOADS, SEQUENCING, AND

COORDINATION FOR APPROVAL PRIOR TO COMMENCEMENT OF WORK.

CONTROLLED FILL AND BACKFILL:

1. SAMPLES OF ALL MATERIALS THAT THE CONTRACTOR PROPOSES TO

USE FOR THE COMPACTED FILL SHALL BE APPROVED BY THE

GEOTECHNICAL ENGINEER.

2. COMPACTED FILL SHALL CONSIST OF LOCAL MATERIAL FREE OF

DELETERIOUS MATTER AND CLASSIFIED SP, SW, SM, OR GW PER ASTM

D-2487.

3. THE CONTROL OF THE MOISTURE FOR PLACING THE FILL WILL BE BASED

ON THE RESULTS OF COMPACTION TESTS PER ASTM D-1557.

4. ALL COMPACTED FILL SHALL HAVE A DENSITY OF AT LEAST 95% OF THE

MODIFIED PROCTOR MAXIMUM DRY DENSITY AS DETERMINED BY ASTM

D-1557.

5. PRIOR TO THE PLACEMENT OF ANY FILLS, THE SITE SHALL BE STRIPPED

OF ALL TOPSOIL, VEGETATION, ROCKS, AND ORGANIC MATERIALS AND

THE EXPOSED SUBGRADE SHALL BE COMPACTED IN PLACE TO A

CONFIRMED DENSITY OF 95% OF THE MODIFIED PROCTOR MAXIMUM

DRY DENSITY.

6. FILL MATERIAL SHALL BE PLACED IN LOOSE LIFTS NOT EXCEEDING 8" IN

THICKNESS AND SHALL BE MIXED, SPREAD AND PLACED IN SUCH A WAY

AS TO PRODUCE A UNIFORM THICKNESS OF MATERIAL AFTER PLACING.

7. EACH LAYER OF FILL SHALL BE COMPACTED WITH A MINIMUM OF 6

COMPLETE PASSES ON ALL PORTIONS OF THE SURFACE OF EACH LIFT

OF FILL BY RUBBER TIRED ROLLERS, SHEEPS FOOT ROLLERS OR OTHER

MECHANICAL EQUIPMENT APPROVED BY THE GEOTECHNICAL

ENGINEER.

8. COMPACTED FILL PLACED WITHIN 4 FEET OF STRUCTURES AND PIPES

SHOULD BE PLACED IN HORIZONTAL LIFTS NOT TO EXCEED 4 INCHES

THICKNESS AND COMPACTED WITH HAND TAMPERS OR LIGHT

COMPACTION EQUIPMENT TO THE SAME STANDARD.

9. HEAVY COMPACTION EQUIPMENT SHOULD NOT BE ALLOWED WITHIN 4

FEET OF STRUCTURES UNLESS A MINIMUM 2 FEET DEPTH OF FILL

COVERS THE STRUCTURES.

10. WHENEVER IN PLACE DENSITIES ARE FOUND BELOW ACCEPTABLE

LIMITS, ADDITIONAL ROLLING TO PRODUCE THE SPECIFIED DENSITIES

SHALL BE REQUIRED.

11. THE CONTRACTOR SHALL TAKE ALL MEASURES REQUIRED TO PROVIDE

FOR FREE DRAINAGE OF THE SITE AND TO PREVENT PONDING OF

WATER. SEDIMENT CONTROL MEASURES SHALL BE MAINTAINED AT ALL

TIMES.

12. PLACING OF FILL CONTAINING ORGANIC MATTER; PLACING OF FILL WITH

MOISTURE CONTENT TOO HIGH OR TOO LOW FOR PROPER

COMPACTION; PLACING OF FILL WHEN FREE WATER IS STANDING ON

THE EXISTING FILL SURFACE; PLACING OF FILL IN A FROZEN CONDITION

OR ON TOP OF FROZEN MATTER WILL NOT BE PERMITTED.

13. THE SOILS ENGINEER SHALL SUPERVISE THE PLACING OF THE

COMPACTED FILL AND ALL THE MATERIAL AND EQUIPMENT USED FOR

THIS PURPOSE AND SHALL MAKE SUCH SOILS TESTS AS MAY BE

REQUIRED FOR THE COMPLETION OF THE WORK PERFORMING AT

LEAST 6 IN PLACE DENSITY TESTS DURING EACH EIGHT HOUR SHIFT.

FOUNDATIONS-SPREAD FOOTINGS:

1. BOTTOM OF ALL FOOTINGS SHALL BE A MINIMUM OF 2'-0" BELOW

ORIGINAL GRADE OR PLACED IN APPROVED COMPACTED FILL.

2. BOTTOM OF ALL EXTERIOR FOOTINGS SHALL BE A MINIMUM OF 2'-0"

BELOW FINISHED GRADE.

3. ASSUMED ALLOWABLE SOIL BEARING CAPACITY VARIES FROM 3500 TO

4500 PSF BASED ON BEARING DEPTH AS PER THE GEOTECHNICAL

REPORT, AND MUST BE FIELD VERIFIED BY A REGISTERED

GEOTECHNICAL ENGINEER. IF SOILS WITH THE BEARING CAPACITIES AS

DEFINED ON THE FOUNDATION PLAN ARE NOT ENCOUNTERED AT THE

ELEVATIONS INDICATED ON THE CONTRACT DRAWINGS, FOOTINGS

SHALL BE LOWERED, INCREASED IN SIZE, OR SOIL IMPROVED AS

DIRECTED BY THE GEOTECHNICAL ENGINEER AND APPROVED BY

MORABITO CONSULTANTS.

4. EDGES OF FOOTING BEARING SHALL NOT BE PLACED AT A GREATER

THAN 1 (VERTICAL) TO 1 (HORIZONTAL) SLOPE WITH RESPECT TO ANY

ADJACENT FOOTING OR EXCAVATION.

5. ELEVATIONS SHOWN ON PLAN ARE TO THE BOTTOM OF THE FOOTINGS.

CONCRETE:

1. ALL CONCRETE WORK SHALL CONFORM TO ALL THE PROVISIONS OF

THE "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS"

(ACI 301) AND TO THE "BUILDING CODE REQUIREMENTS FOR

REINFORCED CONCRETE" (ACI 318).

2. CONCRETE PROPERTIES FOR EACH STRUCTURAL ELEMENT IS DEFINED

IN THE DESIGN DATA SECTION ON THIS SHEET.

3. CONCRETE SHALL CONFORM TO ALL THE PROVISIONS OF

"RECOMMENDED PRACTICE FOR HOT WEATHER CONCRETING" (ACI 305)

AND "RECOMMENDED PRACTICE FOR COLD WEATHER CONCRETING"

(ACI 306).

4. ALL FORMWORK SHALL BE IN ACCORDANCE WITH THE AMERICAN

CONCRETE INSTITUTE "FORMWORK FOR CONCRETE" SPECIAL

PUBLICATION NO. 4 AND ACI'S "STANDARD RECOMMENDED PRACTICE

FOR CONCRETE FORMWORK" (ACI 347).

5. CONCRETE MIX DESIGN SHALL BE BASED ON LABORATORY TRIAL BATCH

METHOD DESCRIBED IN ACI-318. CONCRETE SHALL ALSO CONFORM TO

THE FOLLOWING REQUIREMENTS.

6. ALL CONCRETE EXPOSED TO THE WEATHER SHALL HAVE AN AIR

ENTRAINMENT OF 6% +/- 1%.

7. THE MAXIMUM WATER CEMENT RATIO W/C SHALL NOT EXCEED 0.56 FOR

ALL CONCRETE EXCEPT CONCRETE EXPOSED TO WEATHER WHICH

SHALL NOT EXCEED 0.45.

8. NO ADMIXTURES CONTAINING CALCIUM CHLORIDE SHALL BE

PERMITTED.

9. THE MAXIMUM SLUMP OF ALL CONCRETE SHALL BE 4".

10. ALL CONCRETE SHALL BE CURED WITH LIQUID SEALING COMPOUND

CONFORMING TO ASTM C-309, TYPE I AND FEDERAL SPECIFICATION TT-

C-00800 OR OTHER APPROVED METHOD WHICH IS COMPATIBLE WITH

FLOORING ADHESIVES AND OTHER SURFACE TREATMENTS.

11. ALL CONCRETE LEFT EXPOSED AT THE COMPLETION OF THE PROJECT

SHALL BE TREATED WITH A CLEAR, PENETRATING ACRYLIC BASE

POLYMER CAPABLE OF PREVENTING INFILTRATION OF WATER BORNE

CHLORIDES SUCH AS "US CURE & SEAL” BY US CONCRETE PRODUCTS

OR APPROVED EQUAL

12. CONTRACTOR SHALL SUPPORT ADJACENT STRUCTURES, UTILITIES, AND

EXCAVATIONS AS REQUIRED FOR COMPLETION OF WORK.

13. ONE SET OF COMPRESSIVE TEST CYLINDERS FOR EACH 100 CUBIC

YARDS POURED, BUT NOT LESS THAN ONE SET FOR EACH DAY’S POUR

AND EACH CLASS OF CONCRETE, ALONG WITH SLUMP TESTS, SHALL BE

PERFORMED BY A TESTING LABORATORY APPROVED BY THE

STRUCTURAL ENGINEER.

14. NO CONCRETE SHALL BE PLACED UNTIL CONCRETE DESIGN MIXES

HAVE BEEN SUBMITTED FOR EACH CLASS OF CONCRETE AND HAVE

BEEN APPROVED BY THE ENGINEER.

CONCRETE SLAB ON GRADE CONSTRUCTION:

1. THE CONCRETE SLABS ON GRADE FOR THIS PROJECT HAVE BEEN

DESIGNED UTILIZING A MODULUS OF SUBGRADE REACTION "K" EQUAL

TO 100 PCI.

2. THE CONCRETE SLABS ON GRADE THROUGHOUT THIS PROJECT ARE

NOT DESIGNED TO SUPPORT HEAVY CONSTRUCTION OR STOCKPILE

LOADING. IF THE CONTRACTOR ELECTS TO PLACE SUCH LOADING ON A

CONCRETE SLAB ON GRADE, IT IS THE CONTRACTOR’S RESPONSIBILITY

TO TAKE ALL NECESSARY PRECAUTIONS, INCLUDING THE TEMPORARY

INSTALLATION OF WOOD CRIBBING ON THE SLAB, IN ORDER TO

PREVENT CRACKS FROM FORMING IN THE SLAB ON GRADE. ALL

CRACKS WHICH FORM IN CONCRETE SLABS ON GRADE DUE TO

CONSTRUCTION OR STOCKPILE LOADING SHALL BE REPLACED OR

REPAIRED TO THE APPROVAL OF THE STRUCTURAL ENGINEER AND

OWNER AT THE CONTRACTOR’S EXPENSE.

REINFORCING STEEL:

1. REINFORCING STEEL SHALL BE DEFORMED BARS IN ACCORDANCE WITH

ASTM A 615, GRADE 60.

2. BENDS AND HOOKS ARE TO BE FABRICATED IN ACCORDANCE WITH ACI

SP-66 ACI DETAILING MANUAL AND AS PER DETAILS.

3. PLACE MAIN REINFORCING STEEL SO AS TO PROVIDE 3" MINIMUM

COVER FOR FOUNDATIONS POURED ON EARTH, 2" MINIMUM COVER FOR

BEAMS AND COLUMNS, 3/4" MINIMUM COVER FOR SLABS AND 1 1/2" FOR

ALL REBAR IN EXPOSED CONCRETE (EXCEPT AS OTHERWISE IN

DETAILS).

4. LAP DEFORMED BARS IN ACCORDANCE WITH LAP SPLICE SCHEDULE ON

THESE DRAWINGS, UNO.

5. HOOKS SHALL BE STANDARD HOOKS, UNO.

6. PROVIDE ACCESSORIES AND BAR SUPPORTS IN ACCORDANCE WITH

THE MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED

CONCRETE STRUCTURES (ACI 315).

7. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A 1064, UNO.

8. WWF REINFORCING SHALL BE PLACED AT MID DEPTH OF SLABS ON

GRADE.

9. END LAPS OF ALL WWF REINFORCING SHALL BE LAPPED A MINNIMUM OF

(1) SQUARE.

LINTELS:

1. ALL OPENINGS IN NEW WALLS AND PARTITIONS ARE TO BE PROVIDED

WITH LINTELS.

2. LINTELS SHALL BE STONE, CONCRETE, SLAG CONCRETE, OR

STRUCTURAL STEEL.

3. PROVIDE 4" MINIMUM END BEARING FOR LINTELS IN NON-BEARING

PARTITIONS AND 8" MINIMUM END BEARING FOR LINTELS IN ALL

EXTERIOR WALLS AND BEARING PARTITIONS.

4. FOR ANY OPENING NOT SPECIFICALLY SHOWN, TYPICALLY PROVIDE THE

FOLLOWING LOOSE STEEL LINTELS:

A. ONE 4" x 3 1/2" x 5/16" (LLV) ANGLE FOR EACH 4" OF WALL THICKNESS

FOR SPANS NOT EXCEEDING 6'-0"

B. ONE 6" x 3 1/2" x 5/16" (LLV) ANGLE FOR EACH 4" OF WALL THICKNESS

FOR SPANS EXCEEDING 6'-0" BUT LESS THAN 8'-0" OR PRECAST

CONCRETE LINTELS AS DIRECTED BY THE ARCHITECT.

5. ALTERNATE PRECAST CONCRETE LINTELS SHALL HAVE:

A. ONE #4 TOP AND BOTTOM FOR EACH 4" OF WALL THICKNESS FOR

SPANS NOT EXCEEDING 6'-0"

B. ONE #5 TOP AND BOTTOM FOR EACH 4" OF WALL THICKNESS FOR

SPANS EXCEEDING 6'-0" BUT LESS THAN 8'-0".

6. ANY AND ALL PRECAST CONCRETE LINTELS SHALL ALSO BE

REINFORCED WITH #2 WIRE TIES AT 8"o/c.

7. SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL AND STRUCTURAL

DRAWINGS FOR LOCATIONS OF LINTELS.

8. CONSULT STRUCTURAL ENGINEER FOR LINTEL REQUIREMENTS FOR ALL

NEW OPENINGS IN EXISTING WALLS.

STRUCTURAL STEEL:

1. ALL CONNECTIONS WITH SLOTTED AND OVERSIZE HOLES SHALL HAVE

SLIP CRITICAL CONNECTIONS, UNLESS OTHERWISE PERMITTED BY THE

ENGINEER. ALL OTHER CONNECTIONS MAY BE BEARING TYPE

CONNECTIONS.

2. ALL BOLTS SHALL CONFORM TO ASTM A325 OR A490.

3. WELDS SHALL CONFORM TO ALL THE PROVISIONS OF THE STRUCTURAL

WELDING CODE, AWS D1.1 OF THE AMERICAN WELDING SOCIETY.

4. WELDING ELECTRODES AND FLUXES SHALL HAVE A MINIMUM TENSILE

STRENGTH OF 70 KSI.

5. IF PARTS JOINED BY FILLET WELDS ARE SEPARATED BY MORE THAN 1/16

IN. THE LEG OF THE FILLET WELD SHALL BE INCREASED BY THE AMOUNT

OF THE ROOT OPENING. ROOT OPENING SHALL NOT EXCEED 3/16 IN.

6. ALL SHEAR CONNECTIONS FOR NON-COMPOSITE STEEL BEAMS SHALL

DEVELOP THE END REACTION ØbWC/2L, WHERE "ØbWC" IS THE

UNIFORM LOAD CONSTANT IN KIP-FOOT, AND WHERE "L" IS THE SPAN IN

FEET AS SHOWN IN THE TABLES "UNIFORM LOAD CONSTANTS FOR

BEAMS" (LATERALLY SUPPORTED) FOR GIVEN STEEL SHAPE SPECIFIED,

UNO.

7. IN SEATED BEAM CONNECTIONS, THE SEAT TO SUPPORT CONNECTION

SHALL RESIST BOTH THE SHEAR AND MOMENT RESULTING FROM THE

SUPPORTED BEAM REACTION ECCENTRICITY.

8. IN SINGLE ANGLE CONNECTIONS, THE ANGLE TO SUPPORT

CONNECTION SHALL RESIST BOTH THE SHEAR AND MOMENT

RESULTING FROM THE SUPPORTED BEAM REACTION ECCENTRICITY.

9. NO OPENINGS IN BEAMS OTHER THAN SHOWN ON THE STRUCTURAL

DRAWINGS SHALL BE PERMITTED WITHOUT WRITTEN APPROVAL FROM

THE STRUCTURAL ENGINEER.

10. PROVIDE 2 MILS OF AN APPROVED SHOP PAINTS, EXCEPT WHERE

ARCHITECT REQUIRES SPRAY-APPLIED FIRE PROTECTION.

11. GROUT UNDER STEEL PLATES SHALL HAVE A MINIMUM DESIGN

COMPRESSIVE STRENGTH OF 5000 PSI.

12. PROVIDE FIELD INSPECTION OF ALL STRUCTURAL STEEL BY A TESTING

LABORATORY APPROVED BY THE STRUCTURAL ENGINEER.

POST-INSTALLED ANCHORS:

1. POST-INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED

ON THE CONSTRUCTION DOCUMENTS.

2. SUBSTITUTION REQUESTS FOR ALTERNATE PRODUCTS MUST BE

APPROVED IN WRITING BY THE STRUCTURAL ENGINEER OF RECORD

PRIOR TO USE. THE CONTRACTOR SHALL PROVIDE CALCULATIONS

DEMONSTRATING THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF

ACHIEVING THE PERFORMANCE VALUES OF THE SPECIFIED PRODUCT.

SUBSTITUTIONS WILL BE EVALUATED BY THEIR HAVING AN ICC ESR

SHOWING COMPLIANCE WITH THE RELEVANT BUILDING CODE FOR

SEISMIC USES, LOAD RESISTANCE, INSTALLATION CATEGORY, AND

AVAILABILITY OF COMPREHENSIVE INSTALLATION INSTRUCTIONS.

ADHESIVE ANCHOR EVALUATION WILL ALSO CONSIDER CREEP,

FATIGUE, IN-SERVICE TEMPERATURE, AND INSTALLATION

TEMPERATURE.

3. ANCHOR CAPACITY IS HIGHLY DEPENDENT UPON SPACING BETWEEN

ADJACENT ANCHORS AND PROXIMITY OF ANCHORS TO EDGE OF

CONCRETE/MASONRY. INSTALL ANCHORS IN ACCORDANCE WITH

SPACING AND EDGE CLEARANCES INDICATED ON THE DRAWINGS. IF

EDGE DISTANCES OR ANCHOR SPACING IS NOT SPECIFIED ON THE

DRAWINGS, PROVIDE THE FOLLOWING MINIMUM DISTANCES.

A. EDGE DISTANCES

a. ADHESIVE ANCHORS: 2 TIMES THE ANCHOR EMBEDMENT LENGTH

b. UNDERCUT ANCHORS: 2.5 TIMES THE ANCHOR EMBEDMENT

LENGTH

c. EXPANSION ANCHORS (SLEEVE OR WEDGE): 4 TIMES THE

ANCHOR EMBEDMENT LENGTH

B. ANCHOR SPACING

a. ALL ANCHORS: 3 TIMES THE ANCHOR EMBEDMENT

4. ANCHORS SHALL BE INSTALLED BY QUALIFIED PERSONNEL IN

ACCORDANCE WITH THE CONSTRUCTION DOCUMENTS, BUILDING CODE,

AND MANUFACTURER’S PRINTED INSTALLATION INSTRUCTIONS (MPII).

5. THE STRUCTURAL ENGINEER OF RECORD MUST RECEIVE DOCUMENTED

CONFIRMATION THAT ALL OF THE CONTRACTOR’S PERSONNEL WHO

INSTALL POST-INSTALLED ANCHORS HAVE BEEN PROPERLY TRAINED

PRIOR TO THE COMMENCEMENT OF INSTALLING EACH SPECIFIC

PRODUCT.

6. INSTALLATION OF ADHESIVE ANCHORS HORIZONTALLY OR UPWARDLY

INCLINED TO SUPPORT SUSTAINED TENSION LOADS (AS DETERMINED

BY THE ENGINEER) SHALL BE PERFORMED BY PERSONNEL CERTIFIED

BY THE ACI-CRSI “ADHESIVE ANCHOR INSTALLER CERTIFICATION

PROGRAM”.

7. ADHESIVE ANCHORS INSTALLED IN HORIZONTAL OR UPWARDLY

INCLINED ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS SHALL

BE CONTINUOUSLY INSPECTED DURING INSTALLATION BY AN

INSPECTOR SPECIALLY APPROVED FOR THAT PURPOSE BY THE

BUILDING OFFICIAL. THE SPECIAL INSPECTOR SHALL FURNISH A REPORT

TO THE STRUCTURAL ENGINEER OF RECORD AND BUILDING OFFICIAL

THAT THE WORK COVERED BY THE REPORT HAS BEEN PROPERLY

PERFORMED AND THAT THE MATERIALS USED AND THE INSTALLATION

PROCEDURES USED CONFORM WITH THE APPROVED CONSTRUCTION

DOCUMENTS AND THE MANUFACTURER’S PRINTED INSTALLATION

INSTRUCTIONS (MPII).

8. ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A

MINIMUM AGE OF 21 DAYS AT TIME OF ANCHOR INSTALLATION. IF HIGH-

EARLY STRENGTH CONCRETE MIXES ARE SPECIFIED, CONTACT THE

STRUCTURAL ENGINEER OF RECORD FOR APPROVAL OF MINIMUM

INSTALLATION AGE.

9. EXISTING REINFORCING BARS OR PRESTRESSING STEEL IN THE

CONCRETE STRUCTURE MAY CONFLICT WITH SPECIFIC ANCHOR

LOCATIONS. UNLESS NOTED ON THE DRAWINGS THAT THE BARS CAN

BE CUT, THE CONTRACTOR SHALL REVIEW THE EXISTING STRUCTURAL

DRAWINGS AND SHALL UNDERTAKE TESTING TO LOCATE THE POSITION

AND DEPTH OF THE REINFORCING BARS OR PRESTRESSING AT THE

LOCATIONS OF THE CONCRETE ANCHORS, BY HILTI FERROSCAN, GPR,

X-RAY, CHIPPING, OR OTHER MEANS.

10. EXCEPT WHERE INDICATED ON THE DRAWINGS, POST-INSTALLED

ANCHORS SHALL CONSIST OF THE FOLLOWING ANCHOR TYPES.

ANCHORS EXPOSED TO WEATHER AND AT SILL PLATES SHALL BE

STAINLESS STEEL.

A. MECHANICAL ANCHORS IN CRACKED OR UNCRACKED CONCRETE

USE:

a. HILTI KWIK BOLT-TZ2 EXPANSION ANCHORS

b. HILTI KWIK HUS-EZ AND KH-EZ I SCREW ANCHORS

B. ADHESIVE ANCHORS IN CRACKED AND UNCRACKED CONCRETE USE:

a. HILTI HIT-HY 200 V3 SAFE SET SYSTEM WITH HILTI HIT-Z ROD

b. HILTI HIT-HY 200 V3 SAFE SET SYSTEM WITH HILTI HOLLOW DRILL

BIT SYSTEM WITH HAS-E THREADED ROD

C. REBAR DOWELING INTO CONCRETE:

a. HILTI HIT-HY 200 V3 SAFE SET SYSTEM WITH HILTI HOLLOW DRILL

BIT SYSTEM

D. ADHESIVE ANCHORS IN HOLLOW / GROUTED / MULTI-WYTHE

MASONRY USE:

a. HILTI HIT-HY 270 MASONRY ADHESIVE ANCHORING SYSTEM

E. MECHANICAL ANCHORS IN GROUTED MASONRY USE:

a. HILTI KWIK BOLT-1 EXPANSION ANCHORS

b. HILTI KWIK HUS-EZ AND KH-EZ I SCREW ANCHORS

STRUCTURAL LUMBER:

1. BASIS OF DESIGN FOR STRUCTURAL LVL MEMBERS IS BASED ON 1.9E

MICROLLAM BY TRUS JOIST. PROVIDE LVL'S WITH EQUAL OR BETTER

MINIMUM PROPERTIES.

2. INTERIOR STRUCTURAL WOOD STUDS AND BEAMS SHALL BE NO.1/NO. 2

SPRUCE-PINE-FIR WITH A MAXIMUM WATER CONTENT OF 19% AND THE

FOLLOWING MINIMUM PROPERTIES:

a. Fb = 875 PSI Fc,perp = 425 PSI

b. Ft = 450 PSI Fc,para = 1150 PSI

c. Fv = 135 PSI E = 1,400,000 PSI

3. STRUCTURAL FLOOR AND ROOF SHEATHING SHALL BE AS INDICATED IN

PLAN NOTES.

4. WHERE WOOD JOISTS FRAME INTO BEAMS, USE 18 GAUGE STANDARD

JOIST HANGERS AND FASTENERS AS RECOMMENDED BY SUPPLIER,

UNO.

5. WHERE TOP FLANGE JOISTS HANGERS ARE DIRECTLY ATTACHED TO

STEEL, WELD JOIST HANGER TO STEEL MEMBER PER MANUFACTURERS

RECOMMENDATION, UNO.

6. PROVIDE SIMPSON COLUMN CAPS AND COLUMN BASES AT ALL WOOD

POSTS AND BUILT-UP WOOD POST MEMBERS.

7. PROVIDE SOLID WOOD BLOCKING OR DIAGONAL X-BRIDGING BETWEEN

ALL JOISTS AND RAFTERS AT 8'-0" o/c MAXIMUM.

8. ALL ROOF BEAMS AND RAFTERS, AND ANY MEMBERS IN OTHER

SURFACES EXPOSED TO WIND UPLIFT SHALL BE SECURED TO THE

BUILDING FRAMING WITH 18 GAUGE HURRICANE ANCHORS AND 10d

NAILS.

9. ALL LUMBER, BLOCKING, FURRING AND OTHER WOOD IN CONTACT WITH

CONCRETE, MASONRY, THE GROUND OR EXPOSED TO THE WEATHER

SHALL BE PRESSURE TREATED WITH WATER BORNE PRESERVATIVES IN

ACCORDANCE WITH THE AMERICAN WOOD PRESERVERS’ INSTITUTE

STANDARD AWPA-P5.

10. LUMBER SHALL BE KILN

DRIED TO 15% MOISTURE CONTENT AFTER

TREATMENT.

11. COAT ALL CUT SURFACES OF TREATED LUMBER WITH AN APPROVED

PRESERVATIVE.

12. ALL CONNECTIONS OF BEAMS TO BEAMS, BEAMS TO COLUMNS,

BRACING TO STRUCTURE AND COLUMNS TO FOUNDATIONS SHALL BE

ACCOMPLISHED USING STEEL CONNECTIONS OF TYPES SHOWN ON

THESE DRAWINGS.

13. ALL CONNECTIONS NOT SHOWN ON THESE DRAWINGS SHALL BE IN

ACCORDANCE WITH THE LATEST VERSION OF IBC.

14. ALL PLATES AND BARS USED IN THESE CONNECTIONS SHALL BE

FABRICATED FROM STRUCTURAL STEEL CONFORMING TO ASTM A-36

WITH BOLTS CONFORMING TO ASTM A-307.

15. ALL CONNECTIONS INCLUDING PLATES, DOWELS, BOLTS AND NAILS TO

PRESSURE TREATED WOOD SHALL BE GALVANIZED PER ASTM A-653M,

DESIGNATION G185 COATING.

16. ALL SYSTEMS INCLUDING BUT NOT LIMITED TO PLUMBING, HVAC, GAS,

ELECTRICAL, ETC. SHALL BE INSTALLED TO ACCOMMODATE SHRINKAGE.

17. TO LIMIT WOOD SHRINKAGE, IT IS RECOMMENDED THAT WOOD

FRAMING MEMBERS BE SHIPPED AND KEPT DRY. WOOD BLOCKING

SHALL BE INSTALLED VERTICALLY, NOT FLAT, WHENEVER POSSIBLE.

18. IT IS RECOMMENDED THAT WATER NOT BE ALLOWED TO POND ON

EXPOSED SHEATHING IN ORDER TO PREVENT SWELLING OF

SHEATHING.

MASONRY:

1. REINFORCED MASONRY CONSTRUCTION SHALL CONFORM TO BUILDING

CODE REQUIREMENTS FOR MASONRY STRUCTURES, ACI 530, AND

SPECIFICATIONS FOR MASONRY STRUCTURE, ACI 530.

2. MASONRY SHALL BE IN ACCORDANCE WITH ASTM C 90.

3. MASONRY UNITS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF

2000 PSI BASED ON THE NET CROSS SECTIONAL AREA OF THE

INDIVIDUAL BLOCK UNITS. PROVIDE HIGHER UNIT STRENGTHS WHERE

REQUIRED BY DRAWINGS.

4. ALL MORTAR SHALL BE TYPE "S" “MORTAR CEMENT” OR “PORTLAND

CEMENT/LIME” CONFORMING TO ASTM C 270.

5. MASONRY REINFORCING SHALL BE DEFORMED BARS CONFORMING TO

ASTM A615, GRADE 60.

6. GROUT SHALL CONFORM TO ASTM C476 AND SHALL HAVE A MINIMUM

COMPRESSIVE STRENGTH OF 3000 PSI.

7. REINFORCED VOIDS IN MASONRY SHALL BE FILLED SOLID WITH GROUT.

8. PROVIDE A MINIMUM OF 3 COURSES OF SOLID BRICK OR ONE COURSE

OF 100% SOLID BLOCK UNDER WALL BEARING ENDS OF ALL JOISTS AND

SLABS, THE FULL WIDTH OF THE WALL, UNLESS NOTED.

9. IN BEARING WALLS, PROVIDE SOLID BRICK OR 100% BLOCK EXTENDING

8" BEYOND WALL OPENINGS THE FULL WALL THICKNESS DOWN TO THE

FLOOR, UNLESS NOTED.

10. ALL PORTIONS OF MASONRY WALLS HAVING A HORIZONTAL CROSS

SECTION OF 4 SQ. FT. OR LESS SHALL BE OF SOLID MASONRY DOWN TO

FOOTINGS.

11. PROVIDE 9 GAUGE LADDER TYPE HORIZONTAL JOINT REINFORCING AT

16" o/c IN ALL MASONRY WALLS UNLESS NOTED OTHERWISE.

12. ALL MASONRY WALLS SHALL HAVE CONTROL JOINTS AT 40'-0" o/c

MAXIMUM. SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS.

13. ALL MORTAR JOINTS IN MASONRY WALLS (HORIZONTAL AND VERTICAL)

SHALL BE FILLED 100% WITH MORTAR.

14. CONTRACTOR TO PROVIDE ENGINEERING DESIGN FOR TEMPORARY

WALL BRACING WHERE DEMOLITION OF EXISTING STRUCTURES

ELIMINATE CURRENT LATERAL BRACING OF WALLS. SUBMIT SIGNED AND

SEALED CALCULATIONS AND SHOP DRAWINGS FOR ALL COMPONENTS

OF THE TEMPORARY BRACING SYSTEM. BRACING SHALL FOLLOW OSHA,

NCMA TEK 03-04C AS WELL AS "COUNCIL FOR MASONRY WALL

BRACING’S STANDARD PRACTICE FOR BRACING MASONRY WALLS

UNDER CONSTRUCTION" AND ASCE 37 "DESIGN LOADS ON STRUCTURES

DURING CONSTRUCTION"

SUBMITTALS:

1. SHOP DRAWINGS FOR ALL STRUCTURAL ELEMENTS SHOWN ON THE

CONTRACT DOCUMENTS MUST BE SUBMITTED BY THE GENERAL

CONTRACTOR AND REVIEWED BY THE ENGINEER.

2. ALL SHOP DRAWINGS USED FOR WORK SHALL BEAR THE STAMP OF THE

ARCHITECT/ENGINEER AND SHALL BE MARKED “APPROVED” OR

“APPROVED AS NOTED”

3. CONTRACTOR SHALL CHECK SHOP DRAWINGS THOROUGHLY BEFORE

SUBMITTING. VERIFY DIMENSIONS REQUIRING FIELD VERIFICATION

BEFORE SUBMITTING AND MARK AS HAVING BEEN VERIFIED.

4. SUBMIT STEEL SHOP DRAWINGS.

5. SUBMIT CONCRETE MIX DESIGNS FOR EACH CLASS OR USE.

6. SUBMIT CONCRETE REINFORCING STEEL SHOP DRAWINGS.

7. SUBMIT MASONRY REINFORCING STEEL SHOP DRAWINGS.

8. ALL CONTRACTOR MODIFICATIONS (INCLUDING PRODUCTS

SUBMISSION) MUST BE IDENTIFIED IN WRITING AS A PROPOSED "AS

EQUAL" CHANGES AT TIME OF SUBMISSION.

9. IF A CONTRACTOR OR OWNER FAILS TO SUBMIT THE SHOP DRAWINGS

OR FAILS TO FOLLOW THE ABOVE "AS EQUAL" PROCEDURE, THE FIRM

MORABITO CONSULTANTS, INC. WILL NOT BE RESPONSIBLE FOR THE

STRUCTURAL CERTIFICATION AND DESIGN OF THE PROJECT.

10. SHOP DRAWINGS ARE REVIEWED BY THE ENGINEER AS A CONVENIENCE

TO THE CONTRACTOR AND ARE NOT A CONTRACT DOCUMENT.

DELEGATED DESIGN ITEMS:

1. CONTRACTOR SHALL RETAIN A QUALIFIED SPECIALTY ENGINEER

LICENSED IN THE PROJECT JURISDICTION TO DESIGN AND DETAIL

PERFORMANCE SPECIFIED COMPONENTS, INCLUDING BUT NOT LIMITED

TO:

a. STRUCTURAL STEEL CONNECTIONS

b. STAIRS

c. RAILINGS AND GUARDRAILS

d. SHORING / SCAFFOLDING

e. EXCAVATION SUPPORT SYSTEMS

f. CONCRETE UNDERPINNING

2. SHOP DRAWINGS AND CALCULATIONS SHALL BEAR THE SEAL AND

SIGNATURE OF THE PROFESSIONAL ENGINEER.

3. WHERE ANY COMPONENT ATTACHES TO THE BASE BUILDING, SUBMIT A

COMPLETE DESCRIPTION OF ALL LOADS TRANSFERRED TO THE BASE

BUILDING STRUCTURE. THIS INCLUDES MAGNITUDE OF THE LOADS AS

WELL AS DESCRIPTIONS OF THE TYPE OF CONNECTION USED AT EACH

POINT OF CONTACT.

4. ALL DELEGATED DESIGN SUBMITTALS SHALL BE REVIEWED AND

APPROVED BY THE STRUCTURAL ENGINEER OF RECORD PRIOR TO

COMMENCING FABRICATION OR ERECTION/INSTALLATION, AND

APPROVED COPIES OF ALL DELEGATED DESIGN SUBMITTALS SHALL BE

AVAILABLE ON SITE FOR INSPECTOR REVIEW.

DESIGN DATA:

BUILDING CODE: THE INTERNATIONAL BUILDING CODE - IBC 2021

CONCRETE:

NORMAL WEIGHT CONCRETE HAVING A MINIMUM 28 DAY COMPRESSIVE

STRENGTH (f’c) AS FOLLOWS:

ALL CONCRETE, UNO 3000 PSI

SLAB ON GRADE 3500 PSI (UNO)

COLUMNS AND PIERS 4000 PSI (UNO)

EXTERIOR EXPOSED CONCRETE 4500 PSI

REINFORCING STEEL: Fy = 60,000 PSI (UNO)

STRUCTURAL STEEL:

W-SHAPES ASTM A-992 Fy = 50,000 PSI, UNO CHANNELS ASTM A-36 Fy = 36,000 PSI, UNO ANGLES ASTM A-36 Fy = 36,000 PSI, UNO RECTANGULAR & SQUARE HSS ASTM A-500 GR. C Fy = 50,000 PSI, UNO STEEL PLATES & BARS ASTM A-36 Fy = 36,000 PSI, UNO ANCHOR BOLTS ASTM F-1554 Fy = 36,000 PSI, UNO

LIVE LOADS:

CORRIDORS (FIRST FLOOR) = 100 PSF

CORRIDORS (ABOVE FIRST FLOOR) = SAME AS OCCUPANCY SERVED

PUBLIC SPACES = 100 PSF

STAIRS = 100 PSF

ROOF = 30 PSF MIN. + ADDITIONAL SLIDING/DRIFTING SNOW LOAD

SUPERIMPOSED DEAD LOADS*:

PUBLIC SPACES = 10 PSF

SLATE ROOF = 15 PSF

*DOES NOT INCLUDE SELF-WEIGHT OF STRUCTURAL FRAMING

ROOF SNOW LOAD ASCE 7-16

1. GROUND SNOW LOAD: Pg = 25 PSF

2. SNOW EXPOSURE FACTOR: Ce = 0.9

3. IMPORTANCE FACTOR: Is = 1.0

4. THERMAL FACTOR: Ct = 1.0

5. SLOPE FACTOR: Cs = 0.6

6. FLAT ROOF SNOW LOAD: Pf = 20 PSF

7. SLOPED ROOF SNOW LOAD: Ps = 12 PSF

8. DRIFT SURCHARGE: Sd = 31 PSF

9. SLIDING SURCHARGE: Ss = 20 PSF

WIND LOAD ASCE 7-16

1. ULTIMATE WIND SPEED: Vult = 115 MPH

2. RISK CATEGORY II

3. EXPOSURE CATEGORY B

4. INTERNAL PRESSURE COEFFICIENT = ±0.18

5. DIRECTIONALITY: Kd = 0.85

LATERAL EARTH PRESSURES ON RETAINING WALLS:

1. EQUIVALENT AT-REST FLUID PRESSURE (FIXED): 63 PCF

2. EQUIVALENT ACTIVE FLUID PRESSURE (CANTILEVER): 42 PCF

3. EQUIVALENT PASSIVE FLUID PRESSURE: 375 PCF

4. SURCHARGE PRESSURE: 0.5q

5. COEFFICIENT OF SLIDING FRICTION: 0.45

St ru ct u ra l E n g in e e rs

R e m e d ia ti o n

P a rk in g C o n su lt a n ts

R id g e b ro o k R d

S u it e

S p a rk s, M

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-9

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.2 w w w .m o ra b it o co n su lt a n ts

.c o m

C o p y ri g h t

M o ra b it o C o n su lt a n ts

In c.

JLA

Project Number:

Date:

Revisions:

Drawn By:

Sheet:

23494

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PROFESSIONAL CERTIFICATION:

I CERTIFY THAT THESE DOCUMENTS WERE

PREPARED OR APPROVED BY ME, AND THAT

I AM A DULY LICENSED ENGINEER UNDER

THE LAWS OF THE STATE OF MARYLAND.

EXPIRATION DATE:

LICENSE NUMBER:

ENGINEER:

Torchio Architects, Inc.

COPYRIGHT C

MC# 23494

S0.1

2027-07-12

37727

JOHN L. ANDERSON

G

EN

ER

A

L N

O

TE

S

5.15.2026

NOT FOR BID

DIN

G

OR C

ONSTRUCTIO

N

1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO

ACHIEVE THE DESIGN BEARING CAPACITY

2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED

PROPER MATERIAL

3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS

4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESS DURING

PLACEMENT AND COMPACTION OF COMPACTED FILL

5. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFY

THAT SITE HAS BEEN PREPARED PROPERLY

SPECIAL INSPECTIONS NOTES:

1. THE OWNER WILL ENGAGE (SEE CONTRACT REQUIREMENTS) THE SERVICES OF ONE OR MORE SPECIAL INSPECTORS TO PROVIDE INSPECTIONS DURING CONSTRUCTION ON WORK INDICATED IN THE SCHEDULE OF SPECIAL INSPECTIONS. IN ACCORDANCE WITH THE PROVISIONS OF CHAPTER 17 OF THE INTERNATIONAL BUILDING

CODE.

2. SPECIAL INSPECTIONS AND TESTING SHALL BE PERFORMED ON A CONTINUOUS OR PERIODIC FREQUENCY AS

NOTED IN THE SCHEDULE.

3. REFER TO THE GENERAL NOTES AND SPECIFICATIONS FOR ADDITIONAL INSPECTION AND TESTING REQUIREMENTS.

4. DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION. IF DISCREPANCIES ARE NOT CORRECTED, CONTACT MORABITO CONSULTANTS PRIOR TO COMPLETION OF THAT

PHASE OF THE WORK.

5. THE SPECIAL INSPECTOR SHALL SUBMIT INSPECTION REPORTS TO THE CONTRACTOR, ARCHITECT, OWNER AND MORABITO CONSULTANTS. REPORTS SHALL DOCUMENT REQUIRED INSPECTIONS AND CORRECTIONS OF ANY DISCREPANCIES. REPORTS SHALL BE PROVIDED AT INTERVALS CONVEYING THE PROGRESS OF CONSTRUCTION.

SOILS

1705.6

-- X

-- X

X --

-- X

--1705.6, 1803, 1804.6

TASK, VERIFICATION AND INSPECTION TASK

CONTINUOUS PERIODIC

FREQUENCY OF INSPECTIONS REFERENCE CRITERIA

-- X --

A. CERTIFICATION/QUALITY CONTROL PROCEDURES.

1.) FABRICATE GROUT SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP

AND AIR CONTENT TESTS, AND DETERMINE TEMPERATURE

B. APPROVED MATERIALS ON-SITE

A. AS MASONRY CONSTRUCTION BEGINS, VERIFY THAT THE FOLLOWING ARE IN

COMPLIANCE:

1.) PROPORTIONS OF SITE-PREPARED MORTAR.

2.) CONSTRUCTION OF MORTAR JOINTS

3.) GRADE AND SIZE OF PRESTRESSING TENDONS AND ANCHORAGES

4.) LOCATION OF REINFORCEMENT, CONNECTORS, AND PRESTRESSING

TENDONS AND ANCHORAGES.

5.) PRESTRESSING TECHNIQUE

B. PRIOR TO GROUTING, VERIFY THAT THE FOLLOWING ARE IN COMPLIANCE:

1.) GROUT SPACE

2.) GRADE, TYPE, AND SIZE OF REINFORCEMENT AND ANCHOR BOLTS, AND

PRESTRESSING TENDONS AND ANCHORAGES

3.) PLACEMENT OF REINFORCEMENT, CONNECTORS, AND PRESTRESSING

TENDONS AND ANCHORAGES

4.) PROPORTIONS OF SITE-PREPARED GROUT AND PRESTRESSING GROUT

FOR BONDED TENDONS.

5.) CONSTRUCTION OF MORTAR JOINTS

MASONRY CONSTRUCTION

IBC

-- X

X

-- X

-- X

-- X

-- X

-- X

-- X

-- X

TMS 602 / ACI 530.1 / ASCE 6

ART. 1.5 B.1.b.3

OTHER

FREQUENCY OF INSPECTIONS REFERENCE CRITERIA

CONTINUOUS PERIODIC

TASK, VERIFICATION AND INSPECTION TASK

-- X

-- X

6.) PROPERTIES OF THIN-BED MORTAR FOR AAC MASONRY

X (FIRST 5000 SQ FT) X (THEREAFTER)

-- X

-- X

-- X

-- X

C. VERIFY DURING CONSTRUCTION:

1.) SIZE AND LOCATION OF STRUCTURAL ELEMENTS

2.) TYPE, SIZE, AND LOCATION OF ANCHORS INCLUDING OTHER DETAILS OF

ANCHORAGE OF MASONRY TO STRUCTURAL MEMBERS, FRAMES, OR

OTHER CONSTRUCTION

3.) WELDING OF REINFORCEMENT

4.) PREPARATION, CONSTRUCTION, AND PROTECTION OF MASONRY DURING

COLD WEATHER (TEMPERATURE BELOW 40°F/4.4°C) OR HOT WEATHER

(TEMPERATURE ABOVE 90°F/32.3°C

5.) APPLICATION AND MEASUREMENT OF PRESTRESSING FORCE

-- X

-- X

X --

-- X

X --

6.) PLACEMENT OF GROUT AND PRESTRESSING GROUT FOR BONDED

TENDONS IS IN COMPLIANCE

7.) PLACEMENT OF AAC MASONRY UNITS AND CONSTRUCTION OF THIN-

BED MORTAR JOINTS

8.) OBSERVE PREPARATION OF GROUT SPECIMENS, MORTAR SPECIMENS,

AND/OR PRISMS.

9.) PROPER TOOLING OF JOINTS

X --

X (FIRST 5000 SQ FT) X (THEREAFTER)

-- X

-- X

TMS 402 / ACI 530 / ASCE 5

SEC. 3.1.2

TMS 602 / ACI 530.1 / ASCE

6 ART. 1.5

TMS 602 / ACI 530.1 / ASCE 6

ART. 3.3.B

TMS 602 / ACI 530.1 / ASCE 6

ART. 2.1, 2.6 A

TMS 602 / ACI 530.1 / ASCE 6

ART. 2.4 B, 2.4 H

TMS 602 / ACI 530.1 / ASCE 6

ART. 3.4, 3.6 A

TMS 602 / ACI 530.1 / ASCE 6

ART. 3.6 B

TMS 602 / ACI 530.1 / ASCE 6

ART. 2.1 C

TMS 602 / ACI 530.1 / ASCE 6

ART. 3.2 D, 3.2 F

TMS 602 / ACI 530.1 / ASCE 6

ART. 2.4, 3.4

TMS 402 / ACI 530 / ASCE 5

SEC. 6.1

TMS 602 / ACI 530.1 /

ASCE 6 ART. 2.4, 3.4

TMS 402 / ACI 530 / ASCE 5

SEC. 6.1, 6.2.1, 6.2.6, 6.2.7

TMS 602 / ACI 530.1 / ASCE 6

ART. 2.4 G.1.b, 2.6 B

TMS 602 / ACI 530.1 / ASCE 6

ART. 3.3 B

TMS 602 / ACI 530.1 / ASCE 6

ART. 3.3 F

TMS 402 / ACI 530 / ASCE 5

SEC. 1.2.1 (e), 6.1, 6.2.1

TMS 402 / ACI 530 / ASCE 5

SEC. 6.1.6.1.2, 6.1.6.2.2

TMS 602 / ACI 530.1 / ASCE 6

ART. 1.8 C, 1.8 D

TMS 602 / ACI 530.1 / ASCE 6

ART. 3.6 B

TMS 602 / ACI 530.1 / ASCE 6

ART. 3.5, 3.6 C

TMS 602 / ACI 530.1 / ASCE 6

ART. 3.3 B.9, 3.3 F.1.b

TMS 602 / ACI 530.1 / ASCE 6

ART. 1.4 B.2a.3, 1.4 B.2.b.3,

1.4 B.2.c.3, 1.4 B.3, 1.4 B.4

1. INSPECTION TASKS PRIOR TO PLACEMENT

2. INSPECTION TASKS DURING PLACEMENT

IBC OTHER

1705.6

1705.6

1705.6

WOOD CONSTRUCTION

TASK, VERIFICATION AND INSPECTION TASK

CONTINUOUS PERIODIC IBC OTHER

FREQUENCY OF INSPECTIONS REFERENCE CRITERIA

A. FABRICATOR CERTIFICATION/QUALITY CONTROL PROCEDURES

1.) VERIFY THAT TRUSS AND WALL PANEL SUPPLIERS MEET OR EXCEED

ESTABLISHED STANDARDS OF PRACTICE.

1705.5, 1705.12.1, 2303

-- X

-- X

WOOD TRUSS COUNCIL

OF AMERICA (WTCA),

ANSI/TPI-1

2.) VERIFY THAT LUMBER IS WELL MARKED AND CONFORMS TO STANDARDS

ESTABLISHED BY A NATIONAL GOVERNING AGENCY I.E. SOUTHERN PINE

INSPECTION BUREAU (SPIB), WEST COAST LUMBER INSPECTION BUREAU

(WCLIB) OR WESTERN WOOD PRODUCTS ASSOCIATION (WWPA).

A. MATERIAL GRADING

1.) VERIFY THAT SIZE, LOCATION, SPACING, SPECIES, AND GRADE OF ALL

WOOD BEAMS, HEADERS, STUDS, AND TRUSSES ARE IN CONFORMANCE

WITH THE STRUCTURAL CONSTRUCTION DOCUMENTS & REVIEWED SHOP

DRAWINGS.

-- X -- --

2.) VERIFY TYPE AND THICKNESS OF ROOF AND FLOOR SHEATHING. -- X -- --

B. CONNECTIONS

B. VERIFY THAT THE NAILING PATTERNS, STRAPPING, AND ANCHOR TO

FOUNDATION OF HORIZONTAL DIAPHRAGMS AND SHEAR WALLS ARE IN

CONFORMANCE WITH THE STRUCTURAL CONSTRUCTION DOCUMENTS.

-- X --

C. VERIFY THAT TRUSS AND BEAM HANGERS ARE INSTALLED PER

MANUFACTURER'S RECOMMENDATIONS.

-- X -- --

C. VERIFY THAT THE WOOD STRUCTURAL DETAILS IN THE DESIGN DOCUMENTS

HAVE BEEN PROPERLY IMPLEMENTED AT THE REQUIRED LOCATIONS.

-- X -- --

E. HIGH-LOAD DIAPHRAGMS 1705.5.1, 2306.2

1.) VERIFY GRADE AND THICKNESS OF WOOD STRUCTURAL PANEL SHEATHING

AS SHOWN ON THE APPROVED BUILDING PLANS.

-- X -- --

2.) VERIFY THE NOMINAL SIZE OF FRAMING MEMBERS AT ADJOINING PANEL

EDGES, THE NAIL OR STAPLE DIAMETER AND LENGTH, THE NUMBER OF

FASTENER LINES AND THE SPACING BETWEEN FASTENERS IN EACH LINE

AND EDGE MARGINS PER APPROVED BUILDING PLANS.

-- X -- --

F. METAL-PLATE CONNECTED WOOD TRUSSES SPANNING 60 FT OR GREATER. 1705.5.2

A. VERIFY THAT TEMPORARY INSTALLATION RESTRAINT/BRACING IS

INSTALLED IN ACCORDANCE WITH THE APPROVED TRUSS SUBMITTAL

PACKAGE.

-- X -- --

B. VERIFY THAT PERMANENT INSTALLATION OF INDIVIDUAL TRUSS MEMBER

RESTRAINT/BRACING IS INSTALLED IN ACCORDANCE WITH APPROVED

TRUSS SUBMITTAL PACKAGE.

-- X -- --

-- X

-- X

A. VERIFY FLOOR ADHESIVE AND GLUING OPERATIONS AT SHEAR WALLS AND

DIAPHRAGMS ARE CONDUCTED PER ADHESIVE MANUFACTURER'S PRINTED

RECOMMENDATIONS AND CONSTRUCTION DOCUMENTS

X -- --

-- X

-- X

1. INSPECTION TASKS PRIOR TO WELDING

2. INSPECTION TASKS DURING INSTALLATION

D. VERIFY EXTERIOR WALL WOOD SHEATHING HAVE 1/8" WIDE JOINTS

BETWEEN ALL PANELS.

-- X

1705.12.1

1705.12.2

INSPECTION:

1. ALL WORK SPECIFIED HEREIN SHALL BE INSPECTED IN ACCORDANCE

WITH THE BUILDING CODE AND ALL LOCAL ORDINANCES.

2. THE OWNER SHALL HIRE AN EXPERIENCED QUALIFIED INSPECTOR TO

PERFORM ALL REQUIRED INSPECTION WORK.

3. INSPECTION SHALL CONSIST OF VISUAL OBSERVATIONS OF MATERIALS,

EQUIPMENT OR CONSTRUCTION WORK FOR THE PURPOSE OF

ASCERTAINING THAT THE WORK IS IN SUBSTANTIAL CONFORMANCE WITH

THE CONTRACT DOCUMENTS AND WITH THE DESIGN INTENT.

4. PERFORM VISUAL INSPECTION OF WELDS IN ACCORDANCE WITH AWS

D1.1

a. VERIFY QUALIFICATIONS OF WELDERS.

b. VERIFY WELDING PROCEDURE QUALIFICATION AND EQUIPMENT.

c. VERIFY WELD MATERIALS AND STORAGE FACILITIES.

d. INSPECT JOINT FIT-UP PRIOR TO WELDING.

e. MEASURE 25 PERCENT OF FILLET WELDS

A. BOLTS INSTALLED BY TURN OF NUT TIGHTENING MAY BE INSPECTED

WITH CALIBRATED WRENCH WHEN VISUAL INSPECTION WAS NOT

PERFORMED DURING TIGHTENING.

B. SNUG TIGHT CONNECTIONS: INSPECT 100 PERCENT OF

CONNECTIONS VERIFYING THAT PLIES OF CONNECTED ELEMENTS

HAVE BEEN BROUGHT INTO SNUG CONTACT.

5. MAKE, CURE AND TEST CONCRETE TEST SPECIMENS IN ACCORDANCE

WITH ASTM C31, FROM CONCRETE SAMPLED AT POINT OF DISCHARGE

FOR COMPRESSIVE STRENGTH.

6. THE ENGINEER WILL NOT PERFORM THE REQUIRED INSPECTION AS PART

OF THIS PRESENT CONTRACT WITH THE ARCHITECT/OWNER. HOWEVER,

IF DESIRED, MORABITO CONSULTANTS, INC. MAY BE HIRED UNDER A

SEPARATE CONTRACT TO PERFORM THIS INSPECTION WORK.

7. UNDER THIS PRESENT CONTRACT, THE ENGINEER MAY PERFORM

CONSTRUCTION ADMINISTRATION SERVICES OR VISIT THE SITE TO

ASCERTAIN GENERAL CONFORMANCE TO THE CONTRACT

DOCUMENTS. HOWEVER, SUCH SERVICES OR SITE VISITS SHALL NOT BE

RELIED UPON BY OTHERS AS INSPECTION OR ACCEPTANCE OF THE

WORK, NOR SHOULD IT BE CONSTRUED TO RELIEVE THE CONTRACTOR IN

ANY WAY FROM HIS OBLIGATIONS AND RESPONSIBILITIES UNDER THE

CONSTRUCTION CONTRACT.

8. IT IS AGREED THAT IF THE OWNER DOES NOT ENGAGE MORABITO

CONSULTANTS OR AN INDEPENDENT THIRD PARTY INSPECTION AGENCY,

THEN THE OWNER WILL DEFEND, INDEMNIFY AND HOLD HARMLESS

MORABITO CONSULTANTS, INC., FROM ANY CLAIM OR SUIT WHATSOEVER,

INCLUDING BUT NOT LIMITED TO ALL PAYMENTS, EXPENSES OR COSTS

INVOLVED, ARISING FROM OR ALLEGED TO HAVE ARISEN FROM THE

CONTRACTOR’S PERFORMANCE OR THE FAILURE OF THE CONTRACTOR’S

WORK TO CONFORM TO THE DESIGN INTENT AND THE CONTRACT

DOCUMENTS.

9. MORABITO CONSULTANTS, INC., AGREES TO BE RESPONSIBLE FOR ITS

OWN OR ITS EMPLOYEES’ NEGLIGENT ACTS, ERRORS OR OMISSIONS.

1. INSPECTION OF REINFORCING STEEL, INCLUDING PRESTRESSING TENDONS,

AND VERIFY PLACEMENT

2. INSPECTION OF REINFORCING STEEL WELDING IN ACCORDANCE WITH

TABLE 1705.2.2, ITEM 2 (IBC)

3. INSPECTION OF ANCHORS CAST IN CONCRETE

4. INSPECTION OF ANCHORS POST INSTALLED IN HARDENED CONCRETE MEMBERS

5. VERIFY USE OF REQUIRED DESIGN MIX.

7. INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER

APPLICATIONS TECHNIQUES

9. INSPECTION OF PRESTRESSED CONCRETE FOR:

A. APPLICATION OF PRESTRESSING FORCES.

B. GROUTING OF BOUNDED PRESTRESSING TENDONS

10. INSPECTION OF ERECTION OF PRECAST CONCRETE MEMBERS.

13. VERIFICATION OF IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF

TENDONS IN POST-TENSIONED CONCRETE AND PRIOR TO REMOVAL OF

SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS

14. INSPECTION OF FORMWORK FOR SHAPE, LOCATION, AND DIMENSIONS OF THE

CONCRETE MEMBER BEING FORMED

CONCRETE CONSTRUCTION 1705.3

-- X

-- X

-- X

X --

X --

-- X

-- X

-- X

ACI 318

ACI 318: 2.4, 7.1-7.71910.4

AWS D1.4

ACI 318: 3.5.2

ACI 318: 8.1.3, 21.2.8

ACI 318: CH. 19,

26.4.3, 26.4.4

ASTM C172

ASTM C 31

ACI 318: 26.5, 26.4.4

ACI 318: 26.5

ACI 318: 18.18.4, 18.20

ACI 318: 26.9

ACI 318: 26.11.2

ACI 318: 26.11.1.2(b)

X -- --

TASK, VERIFICATION AND INSPECTION TASK

CONTINUOUS PERIODIC IBC OTHER

FREQUENCY OF INSPECTIONS REFERENCE CRITERIA

A. VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER THAN

ASTM A 706

B. INSPECT SINGLE-PASS FILLET WELDS, MAXIMUM 5/16"

C. INSPECT ALL OTHER WELDS

-- X

-- X

X --

ACI 318: 26.6.4

AWS D1.4

A. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY

INCLINED ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS

B. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 4. A. -- X ACI 318: 26.13.3

X -- ACI 318: 26.13.3.2

1904.1, 1904.2

6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH

TESTS, PERFORM SLUMP AND AIR COTENT TESTS, AND DETERMINE THE

TEMPERATURE OF THE CONCRETE.

X --

8. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES ACI 318: 26.5.3 - 26.5.5-- X

11. FOR PRECAST CONCRETE DIAPHRAGM CONNECTIONS OR REINFORCEMENT AT

JOINTS CLASSIFIED AS MODERATE OR HIGH DEFORMABILITY ELEMENTS (MDE

OR HDE) IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C, D, E,

OR F, INSPECT SUCH CONNECTIONS AND REINFORCEMENT IN THE FIELD FOR:

ACI 318: 26.13.1.3--

A. INSTALLATION OF THE EMBEDDED PARTS

B. COMPLETION OF THE CONTINUITY OF REINFORCEMENT ACROSS JOINTS

X --

X --

C. COMPLETION OF CONNECTIONS IN THE FIELD X --

ACI 550.5

12. INSPECTION OF INSTALLATION TOLERANCES OF PRECAST CONCRETE

DIAPHRAGM CONNECTIONS FOR COMPLIANCE WITH ACI 550.5

-- X ACI 318: 26.13.1.3

15. SPECIAL INSPECTIONS OF WELDING AND QUALIFICATIONS OF SPECIAL

INSPECTORS FOR REINFORCING BARS SHALL BE IN ACCORDANCE WITH THE

REQUIREMENTS OF AWS D1.4 FOR SPECIAL INSPECTION AND OF AWS D1.4

FOR SPECIAL INSPECTOR QUALIFICATION.

X--

St ru ct u ra l E n g in e e rs

R e m e d ia ti o n

P a rk in g C o n su lt a n ts

R id g e b ro o k R d

S u it e

S p a rk s, M

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-9

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.c o m

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In c.

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Project Number:

Date:

Revisions:

Drawn By:

Sheet:

23494

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PROFESSIONAL CERTIFICATION:

I CERTIFY THAT THESE DOCUMENTS WERE

PREPARED OR APPROVED BY ME, AND THAT

I AM A DULY LICENSED ENGINEER UNDER

THE LAWS OF THE STATE OF MARYLAND.

EXPIRATION DATE:

LICENSE NUMBER:

ENGINEER:

Torchio Architects, Inc.

COPYRIGHT C

MC# 23494

S0.2

2027-07-12

37727

JOHN L. ANDERSON

SP

EC

IA

L

IN

SP

EC

TI

O N

S

5.15.2026

NOT FOR BID

DIN

G

OR C

STRUCTURAL STEEL BOLTING

TASK, VERIFICATION AND INSPECTION TASK

CONTINUOUS PERIODIC OTHERIBC

FREQUENCY OF INSPECTIONS REFERENCE CRITERIA

1. INSPECTION TASKS PRIOR TO BOLTING

A. MANUFACTURE'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS

B. FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS

C. PROPER FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE, BOLT

LENGTH IF THREADS ARE TO BE EXCLUDED FROM SHEAR PLANE)

D. PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL

E. CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING SURFACE

CONDITION AND HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLE

REQUIREMENTS.

F. PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL

OBSERVED AND DOCUMENTED FOR FASTENER ASSEMBLIES AND METHODS

USED.

G. PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS, AND

OTHER FASTENER COMPONENTS

2. INSPECTION TASKS DURING BOLTING

A. FASTENER ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN ALL

HOLES AND WASHERS (IF REQUIRED) ARE POSITIONED AS REQUIRED

B. JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO THE

PRETENSIONING OPERATION

C. FASTENER COMPONENT NOT TURNED BY WRENCH PREVENTED FROM

ROTATING

D. FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC

SPECIFICATION, PROGRESSING SYSTEMATICALLY FROM THE MOST

RIGID POINT TOWARD THE FREE EDGES.

3. INSPECTION TASKS AFTER BOLTING

RCSC SPECIFICATION

X --

-- X

-- X

-- X

-- X

-- X

-- X

-- X

-- X

-- X

-- X

2.1, 9.1--

FIGURE C-2.1, 9.1 (ALSO SEE

ASTM SPECIFICATIONS)

2.2.2, 2.7.2, 9.1--

4, 8--

3, 9.1, 9.3--

7, 9.2--

2.2, 8.1, 9.1--

7.1 (1), 8.1, 9.1--

8.1, 9.1--

8.2, 9.2--

8.2, 9.2--

A. DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS X -- NOT ADDRESSED BY RCSC

GUARDS AND RAILS

TASK, VERIFICATION AND INSPECTION TASK

CONTINUOUS PERIODIC IBC OTHER

FREQUENCY OF INSPECTIONS REFERENCE CRITERIA

1. INSPECTION TASKS PRIOR TO INSTALLATION

A. APPROVED MATERIALS ON-SITE

1.) REVIEW OF ALL MANUFACTURER'S PRODUCT INSTALLATION

REQUIREMENTS, AND NOA's AND TEST REPORTS

B. VERIFY BLOCK-OUT SIZES & DEPTHS FOR POST EMBEDMENT

2. INSPECTION TASKS DURING INSTALLATION

A. PLUMBING AND ALIGNMENT OF COMPONENT

B. VERIFY PROPER GUARD AND RAILING HEIGHTS, OPENING LIMITATIONS

C. ISOLATION MATERIALS FOR ALUMINUM IN CONTACT WITH CONCRETE

D. GROUTING OF CONCRETE BLOCK-OUTS FOR POSTS

E. VERIFICATION OF FIELD CONNECTIONS

3. INSPECTION TASKS AFTER INSTALLATION

A. TOUCH-UP OF DAMAGED COATINGS

-- X

X --

-- X

-- X

-- X

-- X

-- X

-- X

-- X

1011.11, 1011.13, 1014, 1015

STRUCTURAL STEEL WELDING

TASK, VERIFICATION AND INSPECTION TASK

CONTINUOUS PERIODIC OTHERIBC

FREQUENCY OF INSPECTIONS REFERENCE CRITERIA

1. INSPECTION TASKS PRIOR TO INSTALLATION

A. WELDING PROCEDURE SPECIFICATIONS (WPSs) AVAILABLE.

B. MANUFACTURER'S CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE

C. MATERIAL IDENTIFICATION (TYPE/GRADE)

D. WELDER IDENTIFICATION SYSTEM.

E. FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY)

G. CONFIGURATION AND FINISH OF ACCESS HOLES.

F. FIT-UP OF CJP GROOVE WELDS T-, Y- & K-JOINTS WITHOUT BACKING

(INCLUDING JOINT GEOMETRY)

2. INSPECTION TASK DURING WELDING

A. USE OF QUALIFIED WELDERS.

B. CONTROL AND HANDLING OF WELDING CONSUMABLES

C. NO WELDING OVER CRACKED TACK WELDS

D. ENVIRONMENTAL CONDITIONS

E. WPS FOLLOWED

F. WELDING TECHNIQUES

3. INSPECTION TASKS AFTER WELDING

A. WELDS CLEANED

B. SIZE, LENGTH AND LOCATIONS OF WELDS

C. WELDS MEET VISUAL ACCEPTANCE CRITERIA

D. ARC STRIKES

E. K-AREA - WHEN WELDING OF DOUBLER PLATES, CONTINUITY PLATES OR

STIFFENERS HAS BEEN PERFORMED IN THE K-AREA, VISUALLY INSPECT

THE WEB K-AREA FOR CRACKS WITHIN 3 INCHES (75 mm) OF THE WELD

F. BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED)

G. REPAIR ACTIVITIES

H. DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER

X

1.) JOINT PREPARATION

1.) SETTINGS ON WELDING EQUIPMENT

1.) INTERPASS AND FINAL CLEANING

1.) CRACK PROHIBITION

AWS D1.1/D1.1M CLAUSES

X --

-- X

-- X

-- X

-- X

X

X --

X --

X --

X --

6.3--

6.2--

6.2--

6.4

(WELDER QUALIFICATION)

(IDENTIFICATION SYSTEM

NOT REQUIRED BY AWES

D1.1/D1.1M)

6.4--

5.17--

5.29.1--

5.28--

NOT ADDRESSED IN AWS--

5.9, 5.30--

6.5.3, 5.25--

6.5.4, 6.5.5--

-- X 6.5.2, 5.16 (ALSO SEE

SECTION J1.6)

H. FIT-UP OF FILLET WELDS

I. CHECK WELDING EQUIPMENT. -- 6.2, 5.10--X

X

X

2.) DIMENSIONS (ALIGNMENT, ROOF OPENINGS, ROOT FACE, BEVEL)

3.) CLEANLINESS (CONDITION OF STEEL SURFACES)

4.) TACKING (TACK WELD QUALITY AND LOCATION)

5.) BACKING TYPE AND FIT (IF APPLICABLE)

-- X

-- X

-- X

-- X

-- X

-- X

6.5.2

5.22

5.14

5.17

5.9, 5.21.1.1

1.) JOINT PREPARATION

2.) DIMENSIONS (ALIGNMENT, ROOF OPENINGS, ROOT FACE, BEVEL)

3.) CLEANLINESS (CONDITION OF STEEL SURFACES)

4.) TACKING (TACK WELD QUALITY AND LOCATION)

-- X

-- X

-- X

-- X

-- X 9.11.2

1.) DIMENSIONS (ALIGNMENT, ROOF OPENINGS, ROOT FACE, BEVEL)

2.) CLEANLINESS (CONDITION OF STEEL SURFACES)

3.) TACKING (TACK WELD QUALITY AND LOCATION)

-- X

-- X

-- X

-- X

5.21.1

5.14

5.17

-- X 6.2--

1.) PACKAGING

2.) EXPOSURE

5.3.1

5.3.2 (FOR SMAW), 5.3.3

(FOR SAW)

-- X

-- X --

1.) WIND SPEED WITHIN LIMITS

2.) PRECIPITATION AND TEMPERATURE

-- X 5.11.1

-- X 5.11.2

6.3.3, 6.5.2, 5.5, 5.20-- X

2.) TRAVEL SPEED

3.) SELECTED WELDING MATERIALS

4.) SHIELDING GAS TYPE / FLOW RATE

5.) PREHEAT APPLIED

6.) INTERPASS TEMPERATURE MAINTAINED (MIN / MAX)

7.) PROPER POSITION (F, B, H, OH)

-- X

-- X

-- X

-- X

-- X

-- X

-- X

5.6, 5.7

2.) EACH PASS WITHIN PROFILE LIMITATIONS

3.) EACH PASS MEETS QUALITY REQUIREMENTS

-- X

-- X

-- X

-- X

6.5.2, 6.5.3, 5.23

5.29.1

2.) WELD / BASE-METAL FUSION

3.) CRATER CROSS SECTION

4.) WELD PROFILES

5.) WELD SIZE

6.) UNDERCUT

7.) POROSITY

X

--X

--X

--X

--X

--X

--X

--X

--X

6.5.1

6.5.3

TABLE 6.1 (1)

TABLE 6.1 (2)

TABLE 6.1 (3)

TABLE 6.1 (4), 5.24

TABLE 6.1 (7)

TABLE 6.1 (8)

TABLE 6.1 (6)

St ru ct u ra l E n g in e e rs

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.c o m

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In c.

JLA

Project Number:

Date:

Revisions:

Drawn By:

Sheet:

23494

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PROFESSIONAL CERTIFICATION:

I CERTIFY THAT THESE DOCUMENTS WERE

PREPARED OR APPROVED BY ME, AND THAT

I AM A DULY LICENSED ENGINEER UNDER

THE LAWS OF THE STATE OF MARYLAND.

EXPIRATION DATE:

LICENSE NUMBER:

ENGINEER:

Torchio Architects, Inc.

COPYRIGHT C

MC# 23494

S0.3

2027-07-12

37727

JOHN L. ANDERSON

SP

EC

IA

L

IN

SP

EC

TI

O N

S

5.15.2026

NOT FOR BID

DIN

G

OR C

T/ SLAB

86'-4 3/8"±

EX. T/ SLAB

86'-4 3/8"±

T/ SLAB

94'-9"±

S2.2

S2.1

T/ SLAB

94'-9"±

T/ SLAB

86'-4 3/8"±

T/ SLAB

86'-4 3/8"±

S2.2

T/ SLAB

94'-9"±

T/ SLAB

92'-5"±

(93'-1")

(90'-7")

(93'-1")

(9

(84'-0")

S2.2

(8

T/ SLAB

92'-5"±

(83'-2")

(81'-7")

(81'-7")

(8

(8

INFILL EX. LULAVATOR PIT (1'-6" DEEP)

WITH AN APPROVED CONCRETE MIX

T/ SLAB

90'-8"±

(85'-7")

(83'-7")(84'-8")

(8

(83'-7")

P1 P1

P1

P1

P1

P1

/8

/8

± P1

T/MAT

82'-7"±

(8

(8

(8

(8

(8

(9

(93'-7") (93'-7") (93'-1") (93'-7") (91'-7") (89'-7")

(8

(8

(CONFIRM B/WALL @ 97.33 MAX.)

(8

(CONFIRM B/WALL @ 97.33 MAX.)

(C O

N F

IR

M

B /W

A L L

.3

M

A X

(92'-9")

(CONFIRM B/WALL @ 94.10 MAX.)

(CONFIRM B/WALL @ 93.92 MAX.)

(90'-9"±)

VERIFY

(8

(8

(8

(8

(84'-0") (84'-0") (84'-0")

(84'-0")

(8

(8

(9

T/ SLAB

92'-5"±

(84'-0")

(9

(86'-0")

(8

(9

(90'-7")

4'-3"

(9

(9

(9

(9

P1

(9

(9

(9

(9

(9

(9

P3

P

P1

P

T S

L A

B

/8

E X

T

S

L A

B

/8

P

A

A A C

C

C

C

B D

E

E

F

F

F

(8

P2

S2.1

S2.1

S2.1

S2.1

3'-0"

3'-0"

3'-0"

3'-0"

3'-0"

3'-0" 3'-0"

B

S2.2

S2.2

S2.2

S2.2

S2.2

S2.2

S2.2

S2.1

S2.1

(84'-8")

(8

4'-0"

S2.26

S2.2

S2.2

S2…