Shade_Structure_Specs-dba_Outfitters.pdf
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- Solicitation number
- 25/26-0019
- Issued by
- San Bernardino County, California
About this file
This is a specifications document for metal shade structures (both gable and cantilever designs) prepared by DBA Outfitters, a manufacturer referenced in the Fontana Unified School District's Playground, Outdoor Equipment, Surfacing Installation and Repairs bid (Bid No. 25/26-0019). The document provides comprehensive design specifications and technical details for pre-checked metal shelter structures compliant with 2022 California Title 24 building codes. The gable structure designs (MGS-1 through MGS-3) are available in multiple configurations ranging from 15' x 12' to 60' x 24', while cantilever structures (MCS-1) are offered in sizes from 15' x 16' to 60' x 16', with adjustable entry heights between 8' and 12' from the top of footing. Both structure types feature hot-dip galvanized structural steel, corrugated metal roofing (26-gauge for gable, 22-gauge for cantilever), bolted field connections, and concrete pier footings designed for a maximum allowable soil bearing pressure of 1,500 PSF and lateral bearing of 100 PCF.
The specifications establish detailed material requirements including ASTM A36 plate steel for standard connections and ASTM A572 Grade 50 for column and rafter cap plates, along with galvanized A325N high-strength bolts and HSS structural tubing per ASTM A-500 Grade B. All structural steel components require a shop coat of zinc-rich primer with polyester TGIC powder coating, and field assembly must utilize bolting and screw placement exclusively with no field welding of structural connections. The design is qualified for Risk Category II structures with wind exposure Category C up to 110 mph, seismic Site Class D (default), 5 PSF ground snow load, and includes fire-rated metal roofing compliant with CBC Fire Classification A. Special inspection requirements mandate a DSA-certified Class 2 minimum project inspector for continuous construction oversight, with all welding subject to AWS standards and CWI inspection. Foundation design accommodates deep footing rotation of 0.5" at the top, allowing lateral bearing pressure increases per CBC Chapter 18, and the structures are designed for placement in high fire-hazard severity zones with non-combustible, ignition-resistant materials capable of supporting fire sprinkler systems up to 1.5 PSF maximum weight.
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GENERAL NOTES
SHELTER DESIGN1.
ALL WORK SHALL CONFORM TO 2022 TITLE 24, CALIFORNIA CODE OF REGULATIONS (CCR).•
SEE DESIGN BASIS, DESIGN PARAMETER CHECKLIST, & SIZE SELECTION CHECKLIST FOR LIMITATIONS AND •
INTENT OF THE DESIGN
SHELTER OPTIONS AS DEFINED IN THE SIZE SELECTION CHECKLIST SHALL BE DETERMINED BY OWNER.• THIS METAL STRUCTURE HAS BEEN DESIGNED AS AN OPEN STRUCTURE. THE ADDITIONS OF ANY • ENCLOSURE DIRECTLY ATTACHED TO THE STRUCTURE, SUCH AS WALLS OR SHADE SCREENS, SHALL BE
PROHIBITED AS INCREASED WIND FORCES MAY RESULT.
DESIGN AND CONSTRUCTION CODES2.
2022 CALIFORNIA ADMINISTRATIVE CODE (CAC), PART 1, TITLE 24•
2022 CALIFORNIA BUILDING CODE (CBC), PART 2, TITLE 24•
2022 CALIFORNIA ELECTRICAL CODE (CEC), PART 3, TITLE 24•
2022 CALIFORNIA MECHANICAL CODE (CMC), PART 4, TITLE 24•
2022 CALIFORNIA PLUMBING CODE, PART 5, TITLE 24•
2022 CALIFORNIA ENERGY CODE, PART 6, TITLE 24•
2022 CALIFORNIA FIRE CODE (CFC), PART 9, TITLE 24•
2022 CALIFORNIA EXISTING BUILDING CODE (CEBC), PART 10, TITLE 24•
2022 CALIFORNIA GREEN BUILDING STANDARDS (CALGREEN), PART 11, TITLE 24•
2022, CALIFORNIA REFERENCED STANDARDS CODE, PART 12, TITLE 24•
TITLE 19 CCR, PUBLIC SAFETY, STATE FIRE MARSHAL REGULATIONS•
APPLICABLE STANDARDS3.
FOR A LIST OF APPLICABLE STANDARDS, INCLUDING CALIFORNIA AMENDMENTS TO THE NFPA •
STANDARDS, REFER TO CBC CHAPTER 35 AND CFC CHAPTER 80.
SHOP FABRICATION AND FIELD ASSEMBLY4.
ALL STRUCTURAL STEEL COMPONENTS SHALL BE SHOP FABRICATED SO THAT FIELD ASSEMBLY OF •
CONNECTIONS CAN BE PERFORMED USING OLNY BOLTING AND SCREW PLACEMENT.
PENETRATIONS5.
U.O.N. HOLES, CUTS AND ANY OTHER PENETRATIONS ARE NOT ALLOWED IN FOUNDATIONS, •
BASEPLATES, OR OTHER STRUCTURAL COMPONENTS.
FIRE LIFE SAFETY6.
AN AUTOMATIC FIRE PROTECTION SYSTEM MAY BE REQUIRED FOR THIS METAL STRUCTURE DEPENDING • ON SITE SPECIFIC REQUIREMENTS. WHERE REQUIRED, THE AUTOMATIC FIRE PROTECTION SYSTEM SHALL
BE DESIGNED BY OTHERS.
THE DESIGN OF THIS STRUCTURE IS CAPABLE OF SUPPORTING THE WEIGHT OF A FIRE SPRINKLER SYSTEM •
(1.5 PSF MAX).
THE METAL ROOFING COMPLIES WITH FIRE CLASSIFICATION A PER CBC CHAPTERS 7A & 15. ALL • MATERIALS USED IN THE CONSTRUCTION OF THIS STRUCTURE ARE NON-COMBUSTIBLE AND IGNITION RESISTANT. THIS STRUCTURE IS DESIGNED FOR PLACEMENT IN A HIGH FIRE-HAZARD SEVERITY ZONE
INSPECTION7.
THE OWNER SHALL EMPLOY A CLASS 2 (MIN.) PROJECT INSPECTOR APPROVED BY DSA, FOR THE •
INSPECTION OF THE CONSTRUCTION OF THESE METAL STRUCTURES.
A "DSA CERTIFIED" PROJECT INSPECTOR EMPLOYED BY THE DISTRICT (OWNER) AND APPROVED BY THE • DSA SHALL PROVIDE CONTINUOUS INSPECTION OF THE WORK. THE DUTIES OF THE INSPECTOR ARE DEFINED IN SECTION 4-343, PART 1, TITLE 24, CCR. A MINIMUM CLASS 2 INSPECTOR IS REQUIRED A DSA ACCEPTED TESTING LABORATORY DIRECTLY EMPLOYED BY THE DISTRICT (OWNER) SHALL •
CONDUCT ALL THE REQUIRED TESTS AND INSPECTIONS FOR THE PROJECT.
FLOOD DESIGN8.
STRUCTURES SUBMITTED IN THIS PC DO NOT INCLUDE FLOOD HAZARD DESIGN.•
WHEN THE SITE-SPECIFIC PROJECT IS LOCATED IN A FLOOD ZONE OTHER THAN ZONE X, A LETTER •
STAMPED AND SIGNED BY A GEOTECHNICAL ENGINEER IS REQUIRED TO VALIDATE THE
APPLICABILITY OF THE ALLOWABLE SOIL VALUES SPECIFIED IN THESE PLANS. SITE SPECIFIC
PROJECT CONFORMING TO EITHER OF THE FOLLOWING CONDITIONS ARE EXEMPT FROM THIS
REQUIREMENT:
A. THE BOTTOMS OF FOUNDATIONS ARE RAISED ABOVE THE DESIGN FLOOD ELEVATION. •
B. PROJECTS LOCATED IN FLOOD ZONE D (UNDEFINED) FOR WHICH A GEOTECHNICAL REPORT •
WRITTEN FOR IMPROVEMENTS ON THE SAME CAMPUS AND IN ACCORDANCE WITH THE 2022 CBC
IS PROVIDED (1) CONFIRMING THAT THE SITE IS NOT IN A FLOOD HAZARD ZONE OR (2)
ACKNOWLEDGING THE FLOOD HAZARD BUT CONFIRMING THAT IT DOES NOT RESULT IN A
REDUCTION OF SOIL CAPACITY VALUES. LOCATION OF ELECTRICAL ELEMENTS SHALL CONFORM
TO ASCE 24 SECTION 7.2 AS REQUIRED BY PR 14-01 SECTION 1.2.1
DBA OUTFITTERS
PRECHECK METAL GABLE STRUCTURES
DESIGN PARAMETER CHECKLIST FOR OTC REVIEW
THE FOLLOWING CHECKLIST IS INTENDED TO ASSIST THE PLAN REVIEWER TO DETERMINE IF THIS PRE-CHECKED SUBMITTAL IS APPLICABLE TO THE SITE SPECIFIC CONDITIONS IN WHICH IT IS INTENDED TO BE USED. IF THIS CHECKLIST CANNOT BE COMPLETED, ADDITIONAL ENGINEERING PROVING SITE-SPECIFIC COMPLIANCE IS REQUIRED.
☐ - THE RISK CATEGORY IS 'II' OR LESS
☐ - THE WIND EXPOSURE CATEGORY IS 'C' OR LESS
☐ - THE PROJECT SITE BASIC WIND SPEED IS LESS THAN OR EQUAL TO 110 MPH
☐ - THE PROJECT SITE CLASS CATEGORY IS 'D' (DEFAULT) OR LESS
☐ - THE PROJECT SEISMIC Ss IS LESS THAN OR EQUAL TO 2.0 ☐ - THE PROJECT LOCATION IS NOT IN A FLOOD ZONE OTHER THAN ZONE X. IF SO A GEOTECHNICAL LETTER IS REQUIRED PER PC-7 SECTION 1.7.1
☐ - THE PROJECT SITE GROUND SNOW LOAD IS LESS THAN OR EQUAL TO 5.0 PSF
☐ - THE PROJECT SITE IS NOT IN AN AREA CLASSIFIED AS A WILD LIFE URBAN INTERFACE ZONE
☐ - THE ALLOWABLE SOIL COMPRESSION STRENGTH IS EQUAL TO OR GREATER THAN 1500 PSI
☐ - GEOTECHNICAL/GEOHAZARD REPORT REQUIRED IN MAPPED GEOLOGIC HAZARD ZONES AND AS REQUIRED BY IR-A4. THIS METAL STRUCTURE SIZE PROVIDED THE MINIMUM REQUIRED AREA FOR
SELECTED ASSEMBLY
☐ - USE AND DESIRED OCCUPANCY LOAD (SEE ASSEMBLY USE CHECKLIST)
☐ - IF THE PROJECT IS REQUIRED TO PROVIDE FIRE SPRINKLERS, THE WEIGHT OF THE FIRE SPRINKLER SYSTEM IS EQUAL TO OR LESS THAN 1.5 PSF
☐ - THE PROJECT IS NOT INTENDED TO PROVIDE SOLAR PANELS.
☐ - MINIMUM CLEAR DISTANCE BETWEEN EXISTING SITE STRUCTURE/ADJACENT SITE STRUCTURE AND THIS METAL STRUCTURE IS TO BE ATLEAST 5'-0" ☐ - SNOW REGIONS ONLY: MINIMUM CLEAR DISTANCE BETWEEN EXISTING SITE STRUCTURE/ADJACENT SITE STRUCTURE AND THIS METAL STRUCTURE IS TO BE ATLEAST 20'-0" BUT NOT LESS THAN 6 TIMES THE
VERTICAL DISTANCE SEPERATING THE ROOFS.
ASSEMBLY USE SELECTION CHECKLIST
THE FOLLOWING CHECKLIST IS TO BE USED BY THE PARTY SUBMITTING THIS PRE-CHECK TO INDICATE THE INTEDED ASSEMBLY USE FOR THIS METAL STRUCTURE.
☐ - DINING CANOPY - ASSEMBLY USE 'A2'
☐ - SHADE STRUCTURE - ASSEMBLY USE 'A'
☐ - SHADE STRUCTURE - OUTDOOR INSTRUCTIONAL USE - ASSEMBLY USE 'E'
☐ - SHADE STRUCTURE - OVER PLAY EQUIPMENT - ASSEMBLY USE 'E'
☐ - SHADE STRUCTURE - OVER PARKING - ASSEMBLY USE 'S2' OR 'U'
☐ - THE INTENDED OCCUPANT LOAD IS__________PERSONS
NOTE: THE LOCATION OF THESE METAL STRUCTURES ADJACENT TO OTHER BUILDINGS IS SUBJECT TO SITE SPECIFIC APPROVAL
SITE SPECIFIC CODE ANALYSIS
THE SECTION IS TO BE FILLED OUT BY THE ARCHITECT OF RECORD FOR THE SITE-SPECIFIC APPROVAL
☐ - OCCUPANCY GROUP:__________ (SEE ASSEMBLY USE CHECKLIST)
☐ - OCCUPANCY LOAD:__________ (OCCUPANT LOAD FACTOR PER CBC TABLE 1004-5)
☐ - TYPE OF CONSTRUCTION:_________
☐ - PROPOSED AREA:__________
☐ - ALLOWABLE AREA:__________
METAL STRUCTURE SIZE SELECTION CHECKLIST
THE FOLLOWING CHECKLIST IS TO BE USED BY THE PARTY SUBMITTING THIS PRE-CHECK TO INDICATE THE INTENDED SIZES USED FOR THIS PRE-CHECK METAL STRUCTURE.
☐ - 15' x 12' (L x W) | ☐ - 30' x 20' (L x W) | ☐ - 30' x 24' (L x W) ☐ - 30' x 12' (L x W) | ☐ - 45' x 20' (L x W) | ☐ - 45' x 24' (L x W) ☐ - 45' x 12' (L x W) | ☐ - 60' x 20' (L x W) | ☐ - 60' x 24' (L x W) ☐ - 60' x 12' (L x W) |
COLUMN HEIGHT:
☐ - 8' - ENTRY HEIGHT | ☐ - 11' - ENTRY HEIGHT
☐ - 9' - ENTRY HEIGHT | ☐ - 12' - ENTRY HEIGHT
☐ - 10' - ENTRY HEIGHT
*REPRESENTATION OF STRUCTURE, DEPENDANT ON STRUCTURE SIZE & SELECTED OPTIONS
DESIGN BASIS:
GRAVITY LOADS:1.
ROOF DEAD LOAD = 5 PSF. (MAX)•
ROOF LIVE LOAD = 20 PSF UNIFORM LOAD, 300 LBS CONCENTRATED LOAD•
GROUND SNOW LOAD = 5 PSF•
SEISMIC DESIGN2.
SITE CLASS: D (DEFAULT) UNLESS PROJECT SPECIFIC GEOTECHNICAL REPORT •
PROVIDED.
RISK CATEGORY = II•
REDUNDANCY FACTOR (P) = 1.0•
Ss = 2.000•
Fa = 1.0•
Sms = 2.0•
Sds = 1.334•
S1 = 0.750•
Fv = 1.7•
Sm1 = 1.275•
Sd1 = 0.850•
SEISMIC DESIGN CATEGORY = E (ASCE 7-16 TABLE 11.6.1 & TABLE 11.6.2)•
I = 1.0•
R = 1.25 (ORDINARY CANTILEVER COLUMNS)•
Cs = Rho*(Sds/(R/le)) = 1.067•
SEISMIC BASE SHEAR = Cs*W = 1.067W•
EQUIVALENT LATERAL FORCE ANALYSIS PROCEDURE USED•
WIND DESIGN3.
RISK CATEGORY = II•
EXPOSURE CATEGORY = C•
V = 110 MPH (BASIC WIND SPEED, ASCE 7-16 FIGURE 26.5.1-B)•
KZ = 0.85•
Kzt = 1.0•
KD - 0.85•
G = 0.85•
ANALYSIS METHOD = DIRECTIONAL PROCEDURE (OPEN STRUCTURE)•
STRUCTURE IS DESIGNED FOR CLEAR WIND FLOW•
BUILDING SEPERATION REQUIRMENTS4.
MIN. CLEAR DISTANCE REQ. BETWEEN EXISTING SITE STRUCTURE / ADJACENT SITE •
STRUCTURE AND THIS METAL STRUCTURE IS TO BE ATLEAST 5'-0".
WHERE THIS METAL STRUCTURE IS TO BE INSTALLED IN A SNOW REGION, THE SITE •
APPLICATION DESIGN PROFESSIONAL AND DSA PLAN REVIEWER SHALL VERIFY THIS
METAL STRUCTURE IS LOCATED A HORIZONTAL DISTANCE EQUAL TO AT LEAST
20'-0". BUT NOT LESS THAN 6 TIMES THE VERTICAL DISTANCE SEPERATING THE
ROOFS FROM ANY ADJACENT HIGHER STRUCTURE.
SLOPE SETBACK CRITERIA FOR CANTILEVER CANOPY STRUCTURES PER IR PC-7
SECTION 5.8
5.
SHEET INDEX - 8 SHEETS
G-0-1 COVER / GENERAL
G-0-2 SPECIFICATIONS
G-0-3 DSA FORM 103
S-4-1 MGS-1 - PLANS / ELEVATION / FOOTINGS
S-4-2 MGS-2 - PLANS / ELEVATION / FOOTINGS
S-4-3 MGS-3 - PLANS / ELEVATION / FOOTINGS
S-5-1 MGS-1, MGS-2, MGS-3 - FRAME CONNECTION DETAILS
S-6-1 MGS-1, MGS-2, MGS-3 - ROOF CONNECTION DETAILS
DRAWING NO.
DSA - SEAL
DRAWN BY: DATE:
CHECKED BY: DATE:
SHEET FORMAT: REVISION:
SCALE:
G-0-1
N.T.S
ARCH. D V.1
A
B
2 1
SE - SEAL
DSA-PC-MGS-0001
HD
HD
03/11/2025
03/11/2025
SHEET #:
09-23-2025 Expires 03-31-2027
DSA Test Mark - EPR Admin Change to "INCORPORATE"
124277
10/01/2025
124277
10/01/2025
12"
36"
1 1/4"
FOUNDATION:
THIS STRUCTURE IS DESIGNED TO THE C.B.C. MINIMUM. WHERE SOIL REPORT IS 1.
AVAILABLE; ATTACH ONE COPY OF SOILS REPORT TO THE APPROVED SET OF
CONSTRUCTION DOCUMENTS. SOILS REPORT SHALL BE PART OF THESE NOTES.
PRIOR TO THE POURING OF CONCRETE AND PRIOR TO THE CONTRACTOR
REQUESTING A DSA FOUNDATION INSPECTION, THE GEOTECHNICAL ENGINEER
SHALL INSPECT AND APPROVE THE FOOTING EXCAVATIONS. HE SHALL POST
NOTICE ON THE JOB SITE AND ADVISE THE DSA INSPECTOR IN WRITING THAT THE
WORK SO INSPECTED MEETS THE CONDITIONS OF THE REPORT. A WRITTEN
CERIFICATION TO VERIFY THAT:
THE BUILDING PAD WAS PREPARED IN ACCORDANCE WITH THE SOIL REPORT.•
THE UTILITY TRENCHES HAVE BEEN PROPERLY BACKFILLED AND COMPACTED, •
AND
THE FOUNDATION EXCAVATIONS COMPLY WITH THE INTENT OF THE SOILS •
REPORT.
TYPE OF FOOTING:2.
DESIGN SOIL PRESSURE:•
FOOTING TYPE STATIC BEARING PRESSURE
DEEP FOOTING 1,500 psf
LATERAL BEARING 100 pcf*
*MAY BE DOUBLED PER SECTION 1806A.3.4
ALL ABANDONED FOOTINGS, UTILITIES, ETC., THAT INTERFERE WITH NEW 3.
CONSTRUCTION SHALL BE REMOVED.
THE CONTRACTOR SHALL DETERMINE LOCATION OF UTILITY SERVICES IN AREAS 4.
TO BE EXCAVATED BEFORE BEGINNING EXCAVATION. EXERCISE EXTREME
CAUTION IN EXCAVATING AND TRENCHING. DAMAGE CAUSED AS A RESULT OF
FAILING TO EXACTLY LOCATE AND PRESERVE ALL EXISTING UNDERGROUND
UTILITIES IS THE RESPONSIBILITY OF THE CONTRACTOR.
THE CONTRACTOR SHALL PROVIDE FOR THE DESIGN, APPROVALS, PERMITS, 5.
INSTALLATION AND MONITORING OF ALL CRIBBING, SHEATHING AND SHORING
REQUIRED TO SAFELY RETAIN TEMPORARY EXCAVATIONS.
ALL PLANTERS IN CLOSE PROXIMITY TO THE STRUCTURE SHALL HAVE ADEQUATE 6.
DRAINAGE OF SURFACE WATER TO PREVENT SATURATION OF SOIL UNDER
FOUNDATION
FOR "SHALLOW SPREAD FOOTING OPTION", THE EXPOSED SUBGRADE AT FOOTING 7.
BEARING ELEVATION SHALL BE SCARIFIED TO A DEPTH OF 6", ALL
ROCKS/BOULDERS LARGER THAN 3" AND DELETERIOUS MATERIAL SHALL BE
REMOVED, AND ALL SOFT SPOTS SHALL BE EXCAVATED AND REPLACED WITH A
COMPACTED ON-SITE NATIVE FILL. SUBGRADE SHOULD THEN BE RECOMPACTED
WITH A MECHANICAL COMPACTOR WITH A MIN. OF TWO PASSES IN EACH
ORTHOGONAL DIRECTION, AND THE EXCAVATION SHOULD BE PROTECTED/KEPT
DRY PRIOR TO FOOTING CONCRETE PLACEMENT
2022 CBC SEISMIC SITE CLASS D-DEFAULT, ASSUMED UNLESS SITE-SPECIFIC 8.
GEOTECNHNICAL REPORT PROVIDED FOR REVIEW
DEEP FOOTING ROTATION, I.E. 1/2" MOVEMENT AT TOP OF FOOTING, WAS 9.
CONSIDERED DURING DESIGN, THUS ALLOWING LATERAL BEARING PRESSURE
INCREASE PER CBC, CHAPTER 18, SECTION 1806A.3.4
CONCRETE:
ALL CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF THE 2022 1.
C.B.C. AND THE A.C.I. 318-19 "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR
BUILDINGS".
SLAB AND FOUNDATION CONCRETE SHALL BE 150 P.C.F. HARDROCK, MIXED PER 2.
A.S.T.M. C-94, AND SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,500
P.S.I. AT 28 DAY. MAX. SLUMP TO BE 4" ± 1" OF W/C RATIO < .45
THE MAXIMUM SIZE AGGREGATE IN FOUNDATION AND MASS CONCRETE WORK 3.
SHALL BE 1 INCH.
CEMENT SHALL CONFORM TO A.S.T.M.. C-150 TYPE II, FOR NORMAL WEIGHT SHALL 4.
CONFORM TO A.S.T.M. C-33.
ADMIXTURES AND COLORS (EXCEPT AS NOTED HEREIN) SHALL NOT BE USED 5.
UNLESS SUBSTANTIATING DATE IS SUBMITTED TO AND ACCEPTED BY THE
ENGINEER AND ARCHITECT OF RECORD AND DSA.
CONCRETE MIXES SHALL BE DESIGNED BY A QUALIFIED TESTING LABORATORY. 6.
THE MIX DESIGNS SHALL CONFORM TO ACI 318-19 SECTION 26.4.3. UNLESS NOTED
OTHERWISE.
NON-STRUCTURAL STEEL EMBEDDED IN CONCRETE SHALL BE GALVANIZED OR 7.
PAINTED. ALL DAMAGED GALVANIZED AREAS SHALL BE REPAIRED PRIOR TO
EMBEDMENT.
READY MIXED CONCRETE SHALL CONFORM TO (A.S.T.M. C-94).8.
PLACEMENT OF CONCRETE SHALL CONFORM THE 2022 C.B.C. AND THE TO A.C.I. 9.
304. CLEAN AND ROUGHEN A FULL AMPLITUDE OF 1/4" BY REMOVING THE ENTIRE
SURFACE AND EXPOSING CLEAN AGGREGATE SOLIDLY EMBEDDED IN THE MORTAR
MATRIX AGAINST ALL CONCRETE SURFACES AGAINST WHICH CONCRETE IS TO BE
POURED.
ALL EXPOSED CONCRETE SHALL HAVE A SMOOTH FORM FINISH USING B-B 10.
PLYFORM, CLASS I, EXT-A.P.A. PLYWOOD.
ALL SLABS SHALL HAVE A TROWELED FINISH EXCEPT AS NOTED ON THE 11.
DRAWINGS.
ALL REINFORCING STEEL, ANCHOR BOLTS, DOWELS AND INSERTS SHALL BE WELL 12.
SECURED IN POSITION PRIOR TO PLACING CONCRETE.
IF THE CONTRACTOR DESIRES TO MAKE ANY CONSTRUCTION JOINTS OTHER THAN 13.
THOSE SHOWN ON THESE DRAWINGS, HE SHALL SUBMIT DETAILS OF CHANGES TO
THE ENGINEER OF RECORD FOR REVIEW BEFORE STARTING WORK AND THE
ENGINEER OF RECORD TO OBTAIN DSA APPROVAL PRIOR TO STARTING WORK.
NO BRICK OR POROUS MATERIAL SHALL BE USED TO SUPPORT FOUNDATION 14.
STEEL OF THE GROUND.
PROVIDE 1/2 INCH CHAMFER ON ALL EXPOSED CONCRETE CORNERS, U.N.O.15.
MINIMUM CONCRETE COVERAGES 16.
FOOTINGS CAST AGAINST EARTH 3" •
FORMED CONCRETE EXPOSED TO EARTH OR WEATHER 2"•
CONCRETE CURING:17.
SLAB AND FDN; TYPICALLY REQUIRED FOR 10 DAYS TO ACHIEVE A MINIMUM OF •
3000 PSI STRENGTH PRIOR TO INSTALLATION OF OTHER MAJOR STRUCTURAL
COMPONENTS.
ALL NON-SHRINK GROUT SHALL HAVE A MIN. 28 DAYS COMPRESSIVE STRENGTH OF 18.
5,000 PSI, AND SHALL COMPLY WITH THE REQUIREMENTS OF ASTM C109, ASTM
C939, ASTM C1090, ASTM C1107, WHEN APPLICABLE.
WELDING:
QUALIFIED AND CERTIFIED WELDERS SHALL BE USED FOR ALL WELDING.1.
ALL WELDING TO CONFORM WITH AMERICAN WELDING SOCIETY STANDARDS AND 2.
SHALL BE INSPECTED BY AN AWS/CWI INSPECTOR. AWS D1.1 FOR HOT ROLLED. AWS
D1.3 FOR SHEET/COLD FORMED. AWS D1.8 SEISMIC SUPPLEMENT.
ALL WELDING SHALL BE DONE BY THE SHIELDED ARC PROCESS USING APPROVED 3.
ELECTRODES PER AWS SPECIFICATIONS E70XX (LOW HYDROGEN ELECTRODES).
ALL WELDS SHALL HAVE A WELD CONTROLLED SEQUENCE AND TECHNIQUE IN ORDER 4.
TO MINIMIZE SHRINKAGE, STRESSES, AND DISTORTION.
ALL ELECTRODES FILLER MATERIAL SHALL BE A MIN. OF E70XX5.
SPECIAL INSPECTION IS REQUIRED FOR ALL WELDING.6.
ALL SHOP WELDING OF COLUMN TO CAP PLATE AND RAFTER TO PLATE CONNECTION @ 7.
TOP OF COLUMN SHALL BE TESTED AS PER CBC:
ALL WELDS WITHIN MEMBERS DESIGNATED AS PER OF THE LATERAL FORCES RESITING •
SYSTEM (LFRS) SHALL CONFORM TO THE DETAILING, MATERIALS, WORKMANSHIP,
TESTING AND INSPECTION REQUIRMENTS PERS AWS D1.8 AND AISC 341-16, AND SHALL
USE A FILLER METAL WITH A CHARPY V-NOTCH (CVN) TOUGHNESS OF 20 FT-LB AT 0 F.
WHERE WELDS ARE DESIGNATED AS DEMAND CRITICAL, THEY SHALL BE WITH FILLER •
METAL CAPABLE OF PROVIDING A MIN. CVN TOUGHNESS OF 20 FT-IB AT 20 F AND 40 FT-
IB AT 70 F. SEE AWS D1.8 SECTION 6.3.8.
WELDERS PERFORMING WELDING WITHIN THE LFRS SHALL BE QUALIFIED IN •
ACCORDANCE WITH AWS D1.8 CHAPTER 5
STEEL:
MATERIALS:1.
ALL EXPOSED STEEL FASTENERS, INCLUDING CAST-IN-PLACE ANCHOR BOLTS/RODS, SHALL BE STAINLESS STEEL (TYPE 304 MIN.), HOT • DIP GALVANIZED (ASTM A153, CLASS D MIN. OR ASTM F2329), OR PROTECTED WITH CORROSION PREVENTIVE COATING THAT DEMONSTRATED NO MORE THAN 2% OF RED RUST IN MINIMUM 1,000 HOURS OF EXPOSURE IN SALT SPRAY TEST PER ASTM B117. ZINC-
PLATED FASTENERS DO NOT COMPLY WITH THIS REQUIREMENT.
ALL PLATE STEEL SHALL BE ASTM A36, EXCEPT COLUMN CAP PLATE CONNECTIONS AND RAFTER PLATE CONNECTIONS AT COLUMN •
TOPS SHALL BE A572 GR. 50
ALL HIGH STRENGTH BOLTS SHALL BE GALVANIZED PER NOTES THIS SECTION AND COMPLY WITH ASTM F3125 GRADE A325N. ALL NUTS • SHALL BE GALVANIZED PER NOTES THIS SECTION AND SHALL COMPLY WITH ASTM F-436. ALL HIGH STRENGTH BOLTS SHALL BE FULLY PRE-TENSIONED BY TURN-OF-NUT TIGHTENING, CALIBRATED WRENCH TIGHTENING, OR BY DIRECT TENSION INDICATOR TIGHTENING.
ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 GR. 36 WELDABLE AND SHALL BE HOT-DIP GALVANIZED• HSS STEEL TUBING (SQ., RECT., & ROUND) SHALL CONFORM TO - ASTM A-500, GRADE B (HSS ROUND, FY = 42 KSI) HSS SQ. & RECT., FY = •
46 KSI)
WELDING ELECTRODES SHALL CONFORM TO - AWS STRUCTURAL STEEL E70XX•
GALVANIZING SHALL CONFORM TO - ASTM A-123•
RUST-INHIBITING PRIMER SHALL BE SHERWIN WILLIAMS CC-M10 OR EQUAL.•
ALL STRUCTURAL STEEL SHALL BE PAINTED WITH ONE SHOP COAT (2.5 TO 3.5 MILS THICK MIN.) OF ZINC-RICH PRIMER, UNDERCOAT, AND 2.
FINISH COAT, OR EQUIVALENT PAINT SYSTEM. THIS COAT IS A WEATHER RESISTANT POWDER COATING BASED ON POLYESTER TGIC (MANUFACTURED BY SHERWIN WILLIAMS OR TIGER DRYLAC). TO ACHIEVE OPTIMUM ADHESION, IT IS RECOMMENDED THAT THE PROPER TREATMENT AND DRYING TAKE PLACE BEFORE COATING. POLYESTER POWEDER (TGIC) SPECIFICATIONS SHALL BE AS FOLLOWS:
PENCIL HARDNESS (ASTM D-3363).•
HUMIDITY (ASTM D-2247).•
SOLVENT RESISTANCE (PCI METHOD) - 50 DBL RUBS SL. SOFTNESS.•
CONNECTED MEMBERS SHALL BEAR ONLY UPON UNTHREADED OR THREADED PORTIONS OF BOLTS.3.
BURNING OF HOLES IS NOT ALLOWED.4.
INSPECTION OF WELDING SHALL CONFORM TO CBC REQUIREMENTS (CHAPTER 17A)5.
THE STRUCTURAL STEEL FABRICATOR SHALL SUBMIT SHOP DRAWINGS TO THE ENGINEER FOR APPROVAL PRIOR TO FABRICATION.6.
ALL CONNECTIONS SPECIFYING A325 BOLTS SHALL UTILIZE STANDARD HOLES PER AISC 360.7.
STRUCTURAL STEEL SHALL BE DELIVERED TO THE JOB SITE FREE OF EXCESSIVE RUST, MILL SCALE, GREASE, ETC.8.
OPENINGS SHALL NOT BE PLACES IN STEEL MEMBERS UNLESS SPECIFICALLY DETAILED.9.
JOINT ASSEMBLIES USING HIGH STRENGTH BOLTS SHALL BE IN ACCORDANCE WITH SPECIFICATION FOR STRUCTURAL JOINTS BY THE 10.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION.
STRUCTURAL OBSERVATION:
PER C.B.C. CHAPTER 17A, 1704A.6 THE OWNER SHALL EMPLOY A LICENSED ENGINEER OR ARCHITECT RESPONSIBLE FOR THE STRUCTURAL 1.
DESIGN, OR HIS DESIGNATED ENGINEER OR ARCHITECT TO MAKE SITE VISITS TO OBSERVE. GENERAL COMPLIANCE WITH THE APPROVED STRUCTURAL PLANS, SPECIFICATIONS AND CONSTRUCTION CHANGE DOCUMEN (CCD). THE ENGINEER OR ARCHITECT SHALL SUBMIT A STATEMENT IN WRITING TO THE DSA INSPECTOR STATING THAT THE SITE VISIT HAS BEEN MADE AND THAT ANY DEFICIENCIES NOTED HAVE
BEEN CORRECTED.
IN ACCORDANCE WITH SECT. 4-333 (a) OF TITLE 24, PART 1, STRUCTURAL OBSERVATION SHALL INCLUDE AND OCCUR AT THE FOLLOWING 2.
STAGES:
OBSERVATION AT THE SITE PRIOR TO PLACING CONCRETE.•
OBSERVATION OF THE SHADE STRUCTURE DURING FABRICATION AFTER MAJORITY OF STRUCTURAL ITEMS ARE IN PLACE.•
OBSERVATION OF THE COMPLETED STRUCTURE PRIOR TO BEING COVERED FINISHES.•
AT COMPLETION OF IN-PLANT MANUFACTURING THE INDIVIDUAL ACCEPTING RESPONSIBILITY FOR OBSERVATION OF IN-PLANT 3.
MANUFACTURING SHALL SIGN THE VERIFIED REPORT, DSA 152-IPI (IN-PLANT INSPECTOR VERIFIED REPORT).
OBSERVATION OF THE ON SITE CONSTRUCTION INCLUDES THE SCOPE OF WORK INDICATED ON THE DSA APPROVED BUILDING PLANS AND 4.
SPECS.
INTERIM AND FINAL VERIFIED REPORTS ARE REQUIRED DURING, AND AT THE COMPLETION OF, ON SITE CONSTRUCTION AND INSTALLATION 5.
USING FORM DSA 6-AE (ARCHITECT/ENGINEER VERIFIED REPORT).
STRUCTURAL TESTING & SPECIAL INSPECTIONS: REFER TO DSA-103 FORM FOR ALL STRUCTURAL TESTING & SPECIAL INSPECTION 6.
REQUIREMENTS. IN THE EVENT OF A CONFLICT BETWEEN THE DRAWINGS, SPECIFICATIONS, AND DSA-103 FORM THE MORE STRINGENT
REQUIREMENT SHALL APPLY.
MBCI - PBR - 26 GA. - CORRUGATED ROOFING SPECIFICATIONS
* INDICATES MIN. SPAN CONDITION THAT MUST BE USED PER SUBMITTED PC.
26 GAUGE (0.0181"), Fy = 60 KSI, Fu = 61.5 KSI
SPAN TYPE LOAD TYPE SPAN IN FEET
3.0 4.0 5.0 6.0 7.0 8.0 9.0
1-SPAN NEGATIVE WIND LOAD 133.48 75.08 48.05 33.37 24.52 18.77 14.83
LIVE LOAD/DEFLECTION 119.08 52.22 26.74 15.47 9.74 6.53 4.58
2-SPAN NEGATIVE WIND LOAD 114.41 66.59 43.33 30.37 22.44 17.24 13.66
LIVE LOAD/DEFLECTION 105.60 71.09 46.37 32.55 24.07 18.51 13.88
3-SPAN NEGATIVE WIND LOAD 138.49 81.62 53.46 37.61 27.86 21.44 17.00
LIVE LOAD/DEFLECTION 120.00 86.91 57.11 34.86 21.95 14.71 10.33
4-SPAN NEGATIVE WIND LOAD 130.70 76.70 50.12 35.22 26.06 20.05 15.89
LIVE LOAD/DEFLECTION 115.50 81.75 53.58 37.71 23.77 15.93 11.18
SECTION PROPERTIES
NEGATIVE BENDING POSITIVE BENDING
PANEL Fy WEIGHT Ixe Sxe Maxo Ixe Sxe Maxo
GAUGE (KSI) (PSF) (IN^4/FT) (IN^3/FT) (KIP-IN) (IN^4/FT) (IN^3/FT) (KIP-IN)
26 60 0.94 0.0309 0.0449 1.8019 0.0382 0.0381 1.6759
DSA - SEAL
DRAWN BY: DATE:
CHECKED BY: DATE:
SHEET FORMAT: REVISION:
SCALE:
G-0-2
N.T.S
ARCH. D V.1
A
B
2 1
SE - SEAL
HD
HD
03/11/2025
03/11/2025
SHEET #:
DSA-PC-MGS-0001
DRAWING NO.
09-23-2025 Expires 03-31-2027
DSA - SEAL
DRAWN BY: DATE:
CHECKED BY: DATE:
SHEET FORMAT: REVISION:
SCALE:
G-0-3
N.T.S
ARCH. D V.1
A
B
2 1
SE - SEAL
HD
HD
03/11/2025
03/11/2025
SHEET #:
DSA-PC-MGS-0001
DRAWING NO.
A
B
A
B
6"
5'-6" 6'-6"
2'-0"
15'-0"
3'-4 1
2 " TYP.
6" 6"
13'-11"
16'-0"
12'-0"
11 1 2 "
11 1 2 "
ROOF & FOUNDATION PLAN
15' X 12' - METAL GABLE STRUCTURE
MGS-1-1
1, COLUMN, TYP
PER MGS-1 MTL. SCHED.
CONCRETE
FOOTING, TYP
10, ROOF DECK
PER MGS-1 MTL. SCHED.
DETAIL 4 A-B
SEE SHEET S5-1, TYP. @
PURLIN END CONEX.
3, PURLIN/RIDGE, TYP
PER MGS-1 MTL. SCHED.
2, RAFTER, TYP
PER MGS-1 MTL. SCHED.
3'-4 1
2 " TYP.
30'-0"
15'-0" 15'-0" 6"
12'-0"
31'-0"
13'-11"
11 1 2 "
11 1 2 "
6"
30' X 12' - METAL GABLE STRUCTURE
MGS-1-2
ROOF & FOUNDATION PLAN
1, COLUMN, TYP
PER MGS-1 MTL. SCHED.
CONCRETE
FOOTING, TYP
10, ROOF DECK
PER MGS-1 MTL. SCHED.
2, RAFTER, TYP
PER MGS-1 MTL. SCHED.
3, PURLIN/RIDGE, TYP
PER MGS-1 MTL. SCHED.
3'-4 1
2 " TYP.
15'-0" 15'-0" 15'-0"
45'-0"
46'-0"
12'-0"
11 1 2 "
13'-11"
11 1 2 "
6" 6"
ROOF & FOUNDATION PLAN
MGS-1-3
45' X 12' - METAL GABLE STRUCTURE
10, ROOF DECK
PER MGS-1 MTL. SCHED.
1, COLUMN, TYP
PER MGS-1 MTL. SCHED.
2, RAFTER, TYP
PER MGS-1 MTL. SCHED.
3, PURLIN/RIDGE, TYP
PER MGS-1 MTL. SCHED.
CONCRETE
FOOTING, TYP
15'-0" 15'-0" 15'-0" 15'-0"
60'-0"
3'-4 1
2 " TYP.
6"
61'-0"
12'-0"
11 1 2 "
11 1 2 "
13'-11"
6"
MGS-1-4
60' X 12' - METAL GABLE STRUCTURE
ROOF & FOUNDATION PLAN
10, ROOF DECK
PER MGS-1 MTL. SCHED.
CONCRETE
FOOTING, TYP
1, COLUMN, TYP
PER MGS-1 MTL. SCHED.
2, RAFTER, TYP
PER MGS-1 MTL. SCHED.
3, PURLIN/RIDGE, TYP
PER MGS-1 MTL. SCHED.
6" 6"
ENTRY HEIGHT
MIN. 8'-0" | MAX 12'-0"
FROM TOP OF FOOTING
MGS-1-0
SIDE ELEVATION - SECTION - SCALE 1:36
METAL GABLE STRUCTURE - TYP. (MGS-1-1, MGS-1-2, MGS-1-3, MGS-1-4)
10, ROOF DECK
PER MGS-1 MTL. SCHED.
2, RAFTER, TYP
PER MGS-1 MTL. SCHED.
FIRM & STABLE SURFACE W/
2% MAX SLOPE IN ALL
DIRECTIONS TYP.
UNDISTURBED FIN. GRADE
OR PAVING - F.V.
DETAIL 1 A
DETAIL 2 A-B
SEE SHEET S5-1
DETAIL 3A-B
SEE SHEET S5-1
1, COLUMN, TYP
PER MGS-1 MTL. SCHED.
CONCRETE
FOOTING, TYP
DETAIL 1-A - ELEVATION
PIER FOOTING SECTION
N.T.S
TYP.
UNDISTURBED FIN. GRADE
OR PAVING - F.V.
1, COLUMN
PER MGS-1 MTL SCHED.
2% SLOPE MIN. FOR DRAINAGE
CONCRETE FOOTING
7, END PLATE
PER MGS-1 MTL. SCHED.
SIZE: 8" X 6" X 3/8"
1/4
MGS-1 MATERIAL SCHEDULE (MGS-1 MTL. SCHED.)
ITEM
NO. DESCRIPTION MATERIAL QTY -
MGS-1-1
QTY -
MGS-1-2
QTY -
MGS-1-3
QTY -
MGS-1-4
1 COLUMN HSS - 6 X 4 X 0.250 4 6 8 10
2 RAFTER HSS - 6 X 4 X 0.250 4 6 8 10
3 PURLIN / RIDGE HSS - 4 X 4 X 0.250 5 10 15 20
4 COLUMN CONNEX. PLATE STEEL PLATE - 5/8" 8 12 16 20
5 RAFTER CONNEX. PLATE STEEL PLATE - 5/8" 4 6 8 10
6 PURLIN / RIDGE CONNEX. PLATE STEEL PLATE - 3/8" 18 36 54 72
7 END PLATE STEEL PLATE - 3/8" 4 6 8 10
8 RAFTER CAP STEEL PLATE - 1/4" 4 6 8 10
9 PURLIN / RIDGE CAP STEEL PLATE - 3/8" 10 20 30 40
10 ROOF DECK MBCI - PBR - 26-GA N/A N/A N/A N/A
11 3/4" - HSB SET HIGH STRENGTH BOLT 26 37 48 59
12 5/8" - HSB SET HIGH STRENGTH BOLT 20 40 60 80
DSA - SEAL
DRAWN BY: DATE:
CHECKED BY: DATE:
SHEET FORMAT: REVISION:
SCALE:
S-4-1
N.T.S
ARCH. D V.1
A
B
2 1
SE - SEAL
HD
HD
03/11/2025
03/11/2025
SHEET #:
DSA-PC-MGS-0001
DRAWING NO.
2'-6"
7'-6" 8'-6"
8"
3'-7" TYP.
30'-0"
15'-0" 15'-0"
31'-2"
22'-2" 20'-0"
11 1 2 "
11 1 2 "
7" 7"
30' X 20' - METAL GABLE STRUCTURE
ROOF & FOUNDATION PLAN
MGS-2-1
1, COLUMN, TYP
PER MGS-2 MTL. SCHED.
CONCRETE
FOOTING, TYP
10, ROOF DECK
PER MGS-2 MTL. SCHED.
2, RAFTER, TYP
PER MGS-2 MTL. SCHED.
3, PURLIN/RIDGE, TYP
PER MGS-2 MTL. SCHED.
DETAIL 8 A-B
SEE SHEET S5-1 TYP. @
PURLIN END CONEX.
15'-0" 15'-0" 15'-0"
45'-0"
3'-7" TYP.
46'-2"
11 1 2 "
20'-0"
11 1 2 "
22'-2"
7" 7"
45' X 20'" - METAL GABLE STRUCTURE
ROOF & FOUNDATION PLAN
MGS-2-2
1, COLUMN, TYP
PER MGS-2 MTL. SCHED.
CONCRETE
FOOTING, TYP
10, ROOF DECK
PER MGS-2 MTL. SCHED.
2, RAFTER, TYP
PER MGS-2 MTL. SCHED.
3, PURLIN/RIDGE, TYP
PER MGS-2 MTL. SCHED.
15'-0" 15'-0"
3'-7" TYP.
60'-0"
15'-0" 15'-0" 7" 7" 11 1
2 "
20'-0"
11 1 2 "
22'-2"
61'-2"
60' X 20' - METAL GABLE STRUCTURE
ROOF & FOUNDATION PLAN
MGS-2-3
10, ROOF DECK
PER MGS-2 MTL. SCHED.
1, COLUMN, TYP
PER MGS-2 MTL. SCHED.
CONCRETE
FOOTING, TYP
2, RAFTER, TYP
PER MGS-2 MTL. SCHED.
3, PURLIN/RIDGE, TYP
PER MGS-2 MTL. SCHED.
8" 8"
ENTRY HEIGHT
MIN. 8'-0" | MAX 12'-0"
FROM TOP OF FOOTING
METAL GABLE STRUCTURE - TYP. (MGS-2-1, MGS-2-2, MGS-2-3)
SIDE ELEVATION - SECTION - SCALE 1:40
MGS-2-0
2, RAFTER, TYP
PER MGS-2 MTL. SCHED.
10, ROOF DECK
PER MGS-2 MTL. SCHED.
UNDISTURBED FIN. GRADE
OR PAVING - F.V.
FIRM & STABLE SURFACE W/
2% MAX SLOPE IN ALL
DIRECTIONS TYP.DETAIL 5 A
DETAIL 6 A-B
SEE SHEET S5-1
DETAIL 7 A-B
SEE SHEET S5-1
1, COLUMN, TYP
PER MGS-2 MTL. SCHED.
CONCRETE
FOOTING, TYP
1, COLUMN
PER MGS-2 MTL SCHED.
2% SLOPE MIN. FOR DRAINAGE
CONCRETE FOOTING
7, END PLATE
PER MGS-2 MTL. SCHED.
SIZE: 10" X 8" X 3/8"
UNDISTURBED FIN. GRADE
OR PAVING - F.V.
DETAIL 5-A - ELEVATION
PIER FOOTING SECTION
N.T.S
TYP.
1/4
MGS-2 MATERIAL SCHEDULE (MGS-2 MTL. SCHED.)
ITEM
NO. DESCRIPTION MATERIAL QTY -
MGS-2-1
QTY -
MGS-2-2
QTY -
MGS-2-3
1 COLUMN HSS - 8 X 6 X 0.250 6 8 10
2 RAFTER HSS - 8 X 6 X 0.250 6 8 10
3 PURLIN / RIDGE HSS - 4 X 4 X 0.250 10 15 20
4 COLUMN CONNEX. PLATE STEEL PLATE - 3/4" 12 16 20
5 RAFTER CONNEX. PLATE STEEL PLATE - 5/8" 6 8 10
6 PURLIN CONNEX. PLATE STEEL PLATE - 3/8" 36 54 72
7 END PLATE STEEL PLATE - 3/8" 6 8 10
8 RAFTER CAP STEEL PLATE - 1/4" 6 8 10
9 PURLIN CAP STEEL PLATE - 3/8" 20 30 40
10 ROOF DECK MBCI - PBR - 26-GA N/A N/A N/A
11 1" - HSB SET HIGH STRENGTH BOLT 24 32 40
12 3/4" - HSB SET HIGH STRENGTH BOLT 13 16 19
13 5/8" - HSB SET HIGH STRENGTH BOLT 56 84 110
DSA - SEAL
DRAWN BY: DATE:
CHECKED BY: DATE:
SHEET FORMAT: REVISION:
SCALE:
S-4-2
N.T.S
ARCH. D V.1
A
B
2 1
SE - SEAL
HD
HD
03/11/2025
03/11/2025
SHEET #:
DSA-PC-MGS-0001
DRAWING NO.
2'-6"
7'-6" 8'-6"
8"
3'-8 1
4 " TYP.
15'-0" 15'-0"
30'-0"
7" 7"
31'-2"
3'-0"
24'-0"
3'-0"
29'-11 3 4 "
30' X 24' - METAL GABLE STRUCTURE
ROOF & FOUNDATION PLAN
MGS-3-1
10, ROOF DECK
PER MGS-3 MTL. SCHED.
1, COLUMN, TYP
PER MGS-3 MTL. SCHED.
CONCRETE
FOOTING, TYP
2, RAFTER, TYP
PER MGS-3 MTL. SCHED.
3, PURLIN/RIDGE, TYP
PER MGS-3 MTL. SCHED.
DETAIL 8 A-B
SEE SHEET S5-1 TYP. @
PURLIN END CONEX.
3'-8 1
4 " TYP.
15'-0" 15'-0" 15'-0"
45'-0"
7" 7"
46'-2"
3'-0"
24'-0"
3'-0"
29'-11 3 4 "
45' X 24' - METAL GABLE STRUCTURE
ROOF & FOUNDATION PLAN
MGS-3-2
10, ROOF DECK
PER MGS-3 MTL. SCHED.
1, COLUMN, TYP
PER MGS-3 MTL. SCHED.
CONCRETE
FOOTING, TYP
2, RAFTER, TYP
PER MGS-3 MTL. SCHED.
3, PURLIN/RIDGE, TYP
PER MGS-3 MTL. SCHED.
3'-8 1
4 " TYP.
15'-0" 15'-0" 15'-0" 15'-0" 7" 7"
61'-2"
3'-0"
24'-0"
3'-0"
30'-0"
60'-0"
60' X 24' - METAL GABLE STRUCTURE
ROOF & FOUNDATION PLAN
MGS-3-3
10, ROOF DECK
PER MGS-3 MTL. SCHED.
CONCRETE
FOOTING, TYP
1, COLUMN, TYP
PER MGS-3 MTL. SCHED.
2, RAFTER, TYP
PER MGS-3 MTL. SCHED.
3, PURLIN/RIDGE, TYP
PER MGS-3 MTL. SCHED.
8" 8"
ENTRY HEIGHT
MIN. 8'-0" | MAX 12'-0"
FROM TOP OF FOOTING
METAL GABLE STRUCTURE - TYP. (MGS-3-1, MGS-3-2, MGS-3-3)
MGS-3-0
SIDE ELEVATION - SECTION - SCALE 1:40
2, RAFTER, TYP
PER MGS-3 MTL. SCHED.
10, ROOF DECK
PER MGS-3 MTL. SCHED.
UNDISTURBED FIN. GRADE
OR PAVING - F.V.
DETAIL 9 A
DETAIL 6 A-B
SEE SHEET S5-1
DETAIL 7 A-B
SEE SHEET S5-1
1, COLUMN, TYP
PER MGS-3 MTL. SCHED.
FIRM & STABLE SURFACE W/
2% MAX SLOPE IN ALL
DIRECTIONS TYP.
CONCRETE
FOOTING, TYP
DETAIL 9-A - ELEVATION
PIER FOOTING SECTION
N.T.S
TYP.
1, COLUMN
PER MGS-3 MTL SCHED.
2% SLOPE MIN. FOR DRAINAGE
CONCRETE FOOTING
7, END PLATE
PER MGS-3 MTL. SCHED.
SIZE: 10" X 8" X 3/8"
UNDISTURBED FIN. GRADE
OR PAVING - F.V.
1/4
MGS-3 MATERIAL SCHEDULE (MGS-3 MTL. SCHED.)
ITEM
NO. DESCRIPTION MATERIAL QTY -
MGS-3-1
QTY -
MGS-3-2
QTY -
MGS-3-3
1 COLUMN HSS - 8 X 6 X 0.250 6 8 10
2 RAFTER HSS - 8 X 6 X 0.250 6 8 10
3 PURLIN / RIDGE HSS - 4 X 4 X 0.250 10 15 20
4 COLUMN CONNEX. PLATE STEEL PLATE - 3/4" 12 16 20
5 RAFTER CONNEX. PLATE STEEL PLATE - 5/8" 6 8 10
6 PURLIN CONNEX. PLATE STEEL PLATE - 3/8" 36 54 72
7 END PLATE STEEL PLATE - 3/8" 6 8 10
8 RAFTER CAP STEEL PLATE - 1/4" 6 8 10
9 PURLIN CAP STEEL PLATE - 3/8" 20 30 40
10 ROOF DECK MBCI - PBR - 26-GA N/A N/A N/A
11 1" - HSB SET HIGH STRENGTH BOLT 24 32 40
12 3/4" - HSB SET HIGH STRENGTH BOLT 13 16 19
13 5/8" - HSB SET HIGH STRENGTH BOLT 72 108 144
DSA - SEAL
DRAWN BY: DATE:
CHECKED BY: DATE:
SHEET FORMAT: REVISION:
SCALE:
S-4-3
N.T.S
ARCH. D V.1
A
B
2 1
SE - SEAL
HD
HD
03/11/2025
03/11/2025
SHEET #:
DSA-PC-MGS-0001
DRAWING NO.
7"
9"
10"
1'-0"
1 1/2"
TYP.
1 1/2"
TYP.
11"
11"
10"
8"
1 1/2"
2"
7 1/4"
4"
3 1/2"
4"
1"
TYP.
2"
2" 1/4"
1/2"
3 1/2"
1/2" 1/2"
1 1/2"
4"
1" TYP.
2"
1 1/2"
6"
6"
10 3/4"
MGS-2-1, MGS-2-2, MGS-2-3
2'-10 3/4"
MGS-3-1, MGS-3-2, MGS-3-3
4"
4"
4"
4"
8"
8" 9"
1'-0"
1 1/2"
TYP.
1 1/2"
TYP.
1'-2" 11"
6"
6"
1'-1"
10"
1 1/2" 2" 1/2" 1/4"
2"
8 1/2" 11 1/4"
5"
6"
6"
3 1/2"
3" 1/2" 1/2"
4"
1" TYP.
2"
1 1/2"
3"
3 1/2" 1"
TYP.
2"
4"
1 1/2"
REFERENCE MGS-1 MTL. SCHED., SHEET S-4-1, FOR METERIAL SIZING AND QTY
CONNECTION DETAILS APPLY TO THE FOLLOWING CONFIGURATIONS:
MGS-1-1, MGS-1-2, MGS-1-3, MGS-1-4 - PER SHEET S-4-1
CONNECTION DETAILS APPLY TO THE FOLLOWING CONFIGURATIONS:
MGS-2-1, MGS-2-2, MGS-2-3 - PER SHEET S-4-2
MGS-3-1, MGS-3-2, MGS-3-3 - PER SHEET S-4-3
REFERENCE MGS-2 MTL SCHED., SHEET S-4-2, FOR MATERIAL SIZING AND QTY
REFERENCE MGS-3 MTL SCHED., SHEET S-4-3, FOR MATERIAL SIZING AND QTY
2, RAFTER
1, COLUMN
(2) - 4, COLUMN CONNEX. PLATE(4) - 11, 3/4" - HSB SET
8, RAFTER CAP
(2) - 4, COLUMN CONNEX. PLATE
(4) - 11, 3/4" - HSB SET
(2) - EA. SIDE OF RAFTER8, RAFTER CAP
1, COLUMN
2, RAFTER
2, RAFTER
3, RIDGE
9, RIDGE CAP
6, RIDGE CONNEX. PLATE
(3) - 11, 3/4" - HSB SET
3, RIDGE
9, RIDGE CAP
5, RAFTER CONNEX. PLATE
(3) - 11, 3/4" - HSB SET
6, RIDGE CONNEX. PLATE
6, RIDGE
CONNEX.
PLATE
2, RAFTER
3, PURLIN
9, PURLIN CAP
(2) - 6, PURLIN CONNEX. PLATE
(2) - 12, 5/8" - HSB SET
2, RAFTER
3, PURLIN
9, PURLIN CAP
(2) - 6, PURLIN CONNEX. PLATE
(2) - 12, 5/8" - HSB SET
DETAIL 2-B - SIDE - ELEVATION VIEW
RAFTER TO COLUMN CONNECTION
N.T.S
TYP.
NOTE: AT END RAFTER FRAME LOCATION, PURLIN CONNECTION ONLY
REQUIRED ONE SIDE, BUT TWO BOLTS SHALL STILL BE INCORPORATED AS PART
OF RIDGE CONNECTION.
DETAIL 3-B - FRONT - ELEVATION VIEW
RAFTER / RIDGE CONNECTION
N.T.S
TYP.
DETAIL 4-A - TOP - PLAN VIEW
PURLIN / RAFTER CONNECTION
N.T.S
TYP.
DETAIL 4-B - FRONT - ELEVATION VIEW
PURLIN / RAFTER CONNECTION
N.T.S
TYP.
DETAIL 2-A - TOP - PLAN VIEW
RAFTER TO COLUMN CONNECTION
N.T.S
TYP.
NOTE: AT END RAFTER FRAME LOCATION, PURLIN CONNECTION ONLY
REQUIRED ONE SIDE, BUT TWO BOLTS SHALL STILL BE INCORPORATED AS PART
OF RIDGE CONNECTION.
DETAIL 3-A - TOP - PLAN VIEW
RAFTER / RIDGE CONNECTION
N.T.S
TYP.
8, RAFTER CAP
2, RAFTER
(2) - 4, COLUMN CONNEX. PLATE
(4) - 11, 1" - HSB SET
(2) - EA. SIDE OF RAFTER
1, COLUMN
(2) - 4, COLUMN CONNEX. PLATE
1, COLUMN
2, RAFTER
(4) - 11, 1" - HSB SET
8, RAFTER CAP
2, RAFTER
9, RIDGE CAP
3, RIDGE
6, RIDGE CONNEX. PLATE
(3) - 12, 3/4" - HSB SET
3, RIDGE
9, RIDGE CAP
6, RIDGE CONNEX. PLATE
5, RAFTER CONNEX. PLATE
(3) - 12, 3/4" - HSB SET
2, RAFTER
9, PURLIN CAP
(2) - 6, PURLIN CONNEX. PLATE
(2) - 13, 5/8" - HSB SET
3, PURLIN
2, RAFTER(2) - 13, 5/8" - HSB SET
(2) - 6, PURLIN CONNEX. PLATE
9, PURLIN CAP
3, PURLIN
6, RIDGE
CONNEX.
PLATE
DETAIL 6-A - TOP - PLAN VIEW
RAFTER TO COLUMN CONNECTION
N.T.S
TYP.
DETAIL 6-B - SIDE - ELEVATION VIEW
RAFTER TO COLUMN CONNECTION
N.T.S
TYP.
NOTE: AT END RAFTER FRAME LOCATION, PURLIN CONNECTION ONLY
REQUIRED ONE SIDE, BUT TWO BOLTS SHALL STILL BE INCORPORATED AS PART
OF RIDGE CONNECTION.
DETAIL 7-A - TOP - PLAN VIEW
RAFTER / RIDGE CONNECTION
N.T.S
TYP.
NOTE: AT END RAFTER FRAME LOCATION, PURLIN CONNECTION ONLY
REQUIRED ONE SIDE, BUT TWO BOLTS SHALL STILL BE INCORPORATED AS PART
OF RIDGE CONNECTION.
DETAIL 7-B - FRONT - ELEVATION VIEW
RAFTER / RIDGE CONNECTION
N.T.S
TYP.
DETAIL 8-A - TOP - PLAN VIEW
PURLIN / RAFTER CONNECTION
N.T.S
TYP.
DETAIL 8-B - FRONT - ELEVATION VIEW
PURLIN / RAFTER CONNECTION
N.T.S
TYP.
5, RAFTER CONNEX. PLATE
(4) - 12, 5/8" - HSB SET
(4) - 12, 5/8" - HSB SET
5, RAFTER CONNEX. PLATE
(4) - 13, 5/8" - HSB SET
(4) - 13, 5/8" - HSB SET
1/4
(5/32)
(5/32)
1/4
1/4
TYP.
TYP.
1/4
TYP.
1/4
1/4
(5/32) 3/16
(5/32) 3/16
1/4
5/16
1/4
TYP.
TYP.
1/4
TYP.
1/4
1/4
DSA - SEAL
DRAWN BY: DATE:
CHECKED BY: DATE:
SHEET FORMAT: REVISION:
SCALE:
S-5-1
N.T.S
ARCH. D V.1
A
B
2 1
SE - SEAL
HD
HD
03/11/2025
03/11/2025
SHEET #:
DSA-PC-MGS-0001
DRAWING NO.
INTERMEDIATE SUPPORTS (3)
1/4-14 X 7/8" MIN. SDS PER
36" PANEL (36/6 PATTERN)
END SUPPORTS (6)
1/4-14 X 7/8" MIN. SDS PER
36" PANEL (36/6 PATTERN)
1/4"-14 X 7/8" AT 12" O.C.
LAP SCREWS
ROOF DECK CONNECTION DETAILS APPLY TO THE FOLLOWING CONFIGURATIONS:
MGS-1-1, MGS-1-2, MGS-1-3, MGS-1-4 - PER SHEET S-4-1
MGS-2-1, MGS-2-2, MGS-2-3 - PER SHEET S-4-2
MGS-3-1, MGS-3-2, MGS-3-3 - PER SHEET S-4-3
10, ROOF DECK
ROOF DECK - FRONT - ELEVATION VIEW
N.T.S
TYP.
NOTE:
ALL SCREWS TO BE BUILDEX TEKS -ESR-19761.
DSA - SEAL
DRAWN BY: DATE:
CHECKED BY: DATE:
SHEET FORMAT: REVISION:
SCALE:
S-6-1
N.T.S
ARCH. D V.1
A
B
2 1
SE - SEAL
HD
HD
03/11/2025
03/11/2025
SHEET #:
DSA-PC-MGS-0001
DRAWING NO.
DESIGN PARAMETER CHECKLIST FOR OTC REVIEW
THE FOLLOWING CHECKLIST IS INTENDED TO ASSIST THE PLAN REVIEWER TO DETERMINE IF THIS PRE-CHECKED SUBMITTAL IS APPLICABLE TO THE SITE SPECIFIC CONDITIONS IN WHICH IT IS INTENDED TO BE USED. IF THIS CHECKLIST CANNOT BE COMPLETED, ADDITIONAL ENGINEERING PROVING SITE-SPECIFIC COMPLIANCE IS REQUIRED.
☐ - THE RISK CATEGORY IS 'II' OR LESS
☐ - THE WIND EXPOSURE CATEGORY IS 'C' OR LESS
☐ - THE PROJECT SITE BASIC WIND SPEED IS LESS THAN OR EQUAL TO 110 MPH
☐ - THE PROJECT SITE CLASS CATEGORY IS 'D' (DEFAULT) OR LESS
☐ - THE PROJECT SEISMIC Ss IS LESS THAN OR EQUAL TO 2.0 ☐ - THE PROJECT LOCATION IS NOT IN A FLOOD ZONE OTHER THAN ZONE X. IF SO A GEOTECHNICAL LETTER IS REQUIRED PER PC-7 SECTION 1.7.1
☐ - THE PROJECT SITE GROUND SNOW LOAD IS LESS THAN OR EQUAL TO 5 PSF
☐ - THE PROJECT SITE IS NOT IN AN AREA CLASSIFIED AS A WILD LIFE URBAN INTERFACE ZONE
☐ - THE ALLOWABLE SOIL COMPRESSION STRENGTH IS EQUAL TO OR GREATER THAN 1500 PSI
☐ - GEOTECHNICAL/GEOHAZARD REPORT REQUIRED IN MAPPED GEOLOGIC HAZARD ZONES AND AS REQUIRED BY IR-A4. THIS METAL STRUCTURE SIZE PROVIDED THE MINIMUM REQUIRED AREA FOR
SELECTED ASSEMBLY
☐ - USE AND DESIRED OCCUPANCY LOAD (SEE ASSEMBLY USE CHECKLIST)
☐ - IF THE PROJECT IS REQUIRED TO PROVIDE FIRE SPRINKLERS, THE WEIGHT OF THE FIRE SPRINKLER SYSTEM IS EQUAL TO OR LESS THAN 1.5 PSF
☐ - THE PROJECT IS NOT INTENDED TO PROVIDE SOLAR PANELS.
☐ - MINIMUM CLEAR DISTANCE BETWEEN EXISTING SITE STRUCTURE/ADJACENT SITE STRUCTURE AND THIS METAL STRUCTURE IS TO BE ATLEAST 5'-0" ☐ - SNOW REGIONS ONLY: MINIMUM CLEAR DISTANCE BETWEEN EXISTING SITE STRUCTURE/ADJACENT SITE STRUCTURE AND THIS METAL STRUCTURE IS TO BE ATLEAST 20'-0" BUT NOT LESS THAN 6 TIMES THE
VERTICAL DISTANCE SEPERATING THE ROOFS.
ASSEMBLY USE SELECTION CHECKLIST
THE FOLLOWING CHECKLIST IS TO BE USED BY THE PARTY SUBMITTING THIS PRE-CHECK TO INDICATE THE INTEDED ASSEMBLY USE FOR THIS METAL STRUCTURE.
☐ - DINING CANOPY - ASSEMBLY USE 'A2'
☐ - SHADE STRUCTURE - ASSEMBLY USE 'A'
☐ - SHADE STRUCTURE - OUTDOOR INSTRUCTIONAL USE - ASSEMBLY USE 'E'
☐ - SHADE STRUCTURE - OVER PLAY EQUIPMENT - ASSEMBLY USE 'E'
☐ - SHADE STRUCTURE - OVER PARKING - ASSEMBLY USE 'S2' OR 'U'
☐ - THE INTENDED OCCUPANT LOAD IS__________PERSONS
NOTE: THE LOCATION OF THESE METAL STRUCTURES ADJACENT TO OTHER BUILDINGS IS SUBJECT TO SITE SPECIFIC APPROVAL
SITE SPECIFIC CODE ANALYSIS
THE SECTION IS TO BE FILLED OUT BY THE ARCHITECT OF RECORD FOR THE SITE-SPECIFIC APPROVAL
☐ - OCCUPANCY GROUP:__________ (SEE ASSEMBLY USE CHECKLIST)
☐ - OCCUPANCY LOAD:__________ (OCCUPANT LOAD FACTOR PER CBC TABLE 1004-5)
☐ - TYPE OF CONSTRUCTION:_________
☐ - PROPOSED AREA:__________
☐ - ALLOWABLE AREA:__________
METAL STRUCTURE SIZE SELECTION CHECKLIST
THE FOLLOWING CHECKLIST IS TO BE USED BY THE PARTY SUBMITTING THIS PRE-CHECK TO INDICATE THE INTENDED SIZES USED FOR THIS PRE-CHECK METAL STRUCTURE.
☐ - 15' x 16' (L x W) ☐ - 30' x 16' (L x W) ☐ - 45' x 16' (L x W) ☐ - 60' x 16' (L x W)
COLUMN HEIGHT:
☐ - 8' - ENTRY HEIGHT | ☐ - 11' - ENTRY HEIGHT
☐ - 9' - ENTRY HEIGHT | ☐ - 12' - ENTRY HEIGHT
☐ - 10' - ENTRY HEIGHT
DESIGN BASIS:
GRAVITY LOADS:1.
ROOF DEAD LOAD = 5 PSF. (MAX)•
ROOF LIVE LOAD = 20 PSF UNIFORM LOAD, 300 LBS CONCENTRATED LOAD•
GROUND SNOW LOAD = 5 PSF•
SEISMIC DESIGN2.
SITE CLASS: D (DEFAULT) UNLESS PROJECT SPECIFIC GEOTECHNICAL REPORT •
PROVIDED.
RISK CATEGORY = II•
REDUNDANCY FACTOR (P) = 1.30•
Ss = 2.000•
Fa = 1.0•
Sms = 2.0•
Sds = 1.334•
S1 = 0.750•
Fv = 1.7•
Sm1 = 1.275•
Sd1 = 0.850•
SEISMIC DESIGN CATEGORY = E (ASCE 7-16 TABLE 11.6.1 & TABLE 11.6.2)•
I = 1.0•
R = 1.25 (ORDINARY CANTILEVER COLUMNS)•
Cs = Rho*(Sds/R/le)) = 1.387•
SEISMIC BASE SHEAR = Cs*W = 1.387W•
EQUIVALENT LATERAL FORCE ANALYSIS PROCEDURE USED•
WIND DESIGN3.
RISK CATEGORY = II•
EXPOSURE CATEGORY = C•
V = 110 MPH (BASIC WIND SPEED, ASCE 7-16 FIGURE 26.5.1-B)•
KZ = 0.85•
Kzt = 1.0•
KD - 0.85•
G = 0.85•
ANALYSIS METHOD = DIRECTIONAL PROCEDURE (OPEN STRUCTURE)•
STRUCTURE IS DESIGNED FOR CLEAR WIND FLOW•
BUILDING SEPERATION REQUIRMENTS4.
MIN. CLEAR DISTANCE REQ. BETWEEN EXISTING SITE STRUCTURE / ADJACENT SITE •
STRUCTURE AND THIS METAL STRUCTURE IS TO BE ATLEAST 5'-0".
WHERE THIS METAL STRUCTURE IS TO BE INSTALLED IN A SNOW REGION, THE SITE •
APPLICATION DESIGN PROFESSIONAL AND DSA PLAN REVIEWER SHALL VERIFY THIS
METAL STRUCTURE IS LOCATED A HORIZONTAL DISTANCE EQUAL TO AT LEAST
20'-0". BUT NOT LESS THAN 6 TIMES THE VERTICAL DISTANCE SEPERATING THE
ROOFS FROM ANY ADJACENT HIGHER STRUCTURE.
GENERAL NOTES
SHELTER DESIGN1.
ALL WORK SHALL CONFORM TO 2022 TITLE 24, CALIFORNIA CODE OF REGULATIONS (CCR).•
SEE DESIGN BASIS, DESIGN PARAMETER CHECKLIST, & SIZE SELECTION CHECKLIST FOR LIMITATIONS AND •
INTENT OF THE DESIGN
SHELTER OPTIONS AS DEFINED IN THE SIZE SELECTION CHECKLIST SHALL BE DETERMINED BY OWNER.• THIS METAL STRUCTURE HAS BEEN DESIGNED AS AN OPEN STRUCTURE. THE ADDITIONS OF ANY • ENCLOSURE DIRECTLY ATTACHED TO THE STRUCTURE, SUCH AS WALLS OR SHADE SCREENS, SHALL BE
PROHIBITED AS INCREASED WIND FORCES MAY RESULT.
DESIGN AND CONSTRUCTION CODES2.
2022 CALIFORNIA ADMINISTRATIVE CODE (CAC), PART 1, TITLE 24•
2022 CALIFORNIA BUILDING CODE (CBC), PART 2, TITLE 24•
2022 CALIFORNIA ELECTRICAL CODE (CEC), PART 3, TITLE 24•
2022 CALIFORNIA MECHANICAL CODE (CMC), PART 4, TITLE 24•
2022 CALIFORNIA PLUMBING CODE, PART 5, TITLE 24•
2022 CALIFORNIA ENERGY CODE, PART 6, TITLE 24•
2022 CALIFORNIA FIRE CODE (CFC), PART 9, TITLE 24•
2022 CALIFORNIA EXISTING BUILDING CODE (CEBC), PART 10, TITLE 24•
2022 CALIFORNIA GREEN BUILDING STANDARDS (CALGREEN), PART 11, TITLE 24•
2022, CALIFORNIA REFERENCED STANDARDS CODE, PART 12, TITLE 24•
TITLE 19 CCR, PUBLIC SAFETY, STATE FIRE MARSHAL REGULATIONS•
APPLICABLE STANDARDS3.
FOR A LIST OF APPLICABLE STANDARDS, INCLUDING CALIFORNIA AMENDMENTS TO THE NFPA •
STANDARDS, REFER TO CBC CHAPTER 35 AND CFC CHAPTER 80.
SHOP FABRICATION AND FIELD ASSEMBLY4.
ALL STRUCTURAL STEEL COMPONENTS SHALL BE SHOP FABRICATED SO THAT FIELD ASSEMBLY OF •
CONNECTIONS CAN BE PERFORMED USING OLNY BOLTING AND SCREW PLACEMENT.
PENETRATIONS5.
U.O.N. HOLES, CUTS AND ANY OTHER PENETRATIONS ARE NOT ALLOWED IN FOUNDATIONS, •
BASEPLATES, OR OTHER STRUCTURAL COMPONENTS.
FIRE LIFE SAFETY6.
AN AUTOMATIC FIRE PROTECTION SYSTEM MAY BE REQUIRED FOR THIS METAL STRUCTURE DEPENDING • ON SITE SPECIFIC REQUIREMENTS. WHERE REQUIRED, THE AUTOMATIC FIRE PROTECTION SYSTEM SHALL
BE DESIGNED BY OTHERS.
THE DESIGN OF THIS STRUCTURE IS CAPABLE OF SUPPORTING THE WEIGHT OF A FIRE SPRINKLER SYSTEM •
(1.5 PSF MAX).
THE METAL ROOFING COMPLIES WITH FIRE CLASSIFICATION A PER CBC CHAPTERS 7A & 15. ALL • MATERIALS USED IN THE CONSTRUCTION OF THIS STRUCTURE ARE NON-COMBUSTIBLE AND IGNITION RESISTANT. THIS STRUCTURE IS DESIGNED FOR PLACEMENT IN A HIGH FIRE-HAZARD SEVERITY ZONE
INSPECTION7.
THE OWNER SHALL EMPLOY A CLASS 2 (MIN.) PROJECT INSPECTOR APPROVED BY DSA, FOR THE •
INSPECTION OF THE CONSTRUCTION OF THESE METAL STRUCTURES.
A "DSA CERTIFIED" PROJECT INSPECTOR EMPLOYED BY THE DISTRICT (OWNER) AND APPROVED BY THE • DSA SHALL PROVIDE CONTINUOUS INSPECTION OF THE WORK. THE DUTIES OF THE INSPECTOR ARE DEFINED IN SECTION 4-343, PART 1, TITLE 24, CCR. A MINIMUM CLASS 2 INSPECTOR IS REQUIRED A DSA ACCEPTED TESTING LABORATORY DIRECTLY EMPLOYED BY THE DISTRICT (OWNER) SHALL •
CONDUCT ALL THE REQUIRED TESTS AND INSPECTIONS FOR THE PROJECT.
FLOOD DESIGN8.
STRUCTURES SUBMITTED IN THIS PC DO NOT INCLUDE FLOOD HAZARD DESIGN.•
WHEN THE SITE-SPECIFIC PROJECT IS LOCATED IN A FLOOD ZONE OTHER THAN ZONE X, A LETTER •
STAMPED AND SIGNED BY A GEOTECHNICAL ENGINEER IS REQUIRED TO VALIDATE THE
APPLICABILITY OF THE ALLOWABLE SOIL VALUES SPECIFIED IN THESE PLANS. SITE SPECIFIC
PROJECTED CONFORMING TO EITHER OF THE FOLLOWING CONDITIONS ARE EXEMPT FROM THIS
REQUIREMENT:
A. THE BOTTOMS OF FOUNDATIONS ARE RAISED ABOVE THE DESIGN FLOOD ELEVATION. •
B. PROJECTS LOCATED IN FLOOD ZONE D (UNDEFINED) FOR WHICH A GEOTECHNICAL REPORT •
WRITTEN FOR IMPROVEMENTS ON THE SAME CAMPUS AND IN ACCORDANCE WITH THE 2022 CBC
IS PROVIDED (1) CONFIRMING THAT THE SITE IS NOT IN A FLOOD HAZARD ZONE OR (2)
ACKNOWLEDGING THE FLOOD HAZARD BUT CONFIRMING THAT IT DOES NOT RESULT IN A
REDUCTION OF SOIL CAPACITY VALUES. LOCATION OF ELECTRICAL ELEMENTS SHALL CONFORM
TO ASCE 24 SECTION 7.2 AS REQUIRED BY PR 14-01 SECTION 1.2.1
DBA OUTFITTERS
PRECHECK METAL CANTILEVER STRUCTURES
SHEET INDEX - 5 SHEETS
G-0-1 COVER / GENERAL
G-0-2 SPECIFICATIONS
G-0-3 DSA FORM 103
S-4-1 MCS-1 - PLANS / ELEVATION / FOOTINGS
S-5-1 MCS-1 - FRAME & ROOF DECK CONNECTION DETAILS
MODEL
DSA - SEAL
DRAWN BY: DATE:
CHECKED BY: DATE:
SHEET FORMAT: REVISION:
SCALE:
G-0-1
N.T.S
ARCH. D V.1
SE - SEAL
DSA-PC-MCS-0001
HD
HD
04/03/2025
04/03/2025
SHEET #:
A
B
2 1
09-23-2025 Expires 03-31-2027
5. SLOPE SETBACK CRITERIA FOR CANTILEVER CANOPY STRUCTURES PER IR PC-7
SECTION 5.8
12"
36"
1 1/4"
FOUNDATION:
THIS STRUCTURE IS DESIGNED TO THE C.B.C. MINIMUM. WHERE SOIL REPORT IS 1.
AVAILABLE; ATTACH ONE COPY OF SOILS REPORT TO THE APPROVED SET OF
CONSTRUCTION DOCUMENTS. SOILS REPORT SHALL BE PART OF THESE NOTES.
PRIOR TO THE POURING OF CONCRETE AND PRIOR TO THE CONTRACTOR
REQUESTING A DSA FOUNDATION INSPECTION, THE GEOTECHNICAL ENGINEER
SHALL INSPECT AND APPROVE THE FOOTING EXCAVATIONS. HE SHALL POST
NOTICE ON THE JOB SITE AND ADVISE THE DSA INSPECTOR IN WRITING THAT THE
WORK SO INSPECTED MEETS THE CONDITIONS OF THE REPORT. A WRITTEN
CERIFICATION TO VERIFY THAT:
THE BUILDING PAD WAS PREPARED IN ACCORDANCE WITH THE SOIL REPORT.•
THE UTILITY TRENCHES HAVE BEEN PROPERLY BACKFILLED AND COMPACTED, •
AND
THE FOUNDATION EXCAVATIONS COMPLY WITH THE INTENT OF THE SOILS •
REPORT.
TYPE OF FOOTING:2.
DESIGN SOIL PRESSURE:•
FOOTING TYPE STATIC BEARING PRESSURE
DEEP FOOTING 1,500 psf
LATERAL BEARING 100 pcf*
*MAY BE DOUBLED PER SECTION 1806A.3.4
ALL ABANDONED FOOTINGS, UTILITIES, ETC., THAT INTERFERE WITH NEW 3.
CONSTRUCTION SHALL BE REMOVED.
THE CONTRACTOR SHALL DETERMINE LOCATION OF UTILITY SERVICES IN AREAS 4.
TO BE EXCAVATED BEFORE BEGINNING EXCAVATION. EXERCISE EXTREME
CAUTION IN EXCAVATING AND TRENCHING. DAMAGE CAUSED AS A RESULT OF
FAILING TO EXACTLY LOCATE AND PRESERVE ALL EXISTING UNDERGROUND
UTILITIES IS THE RESPONSIBILITY OF THE CONTRACTOR.
THE CONTRACTOR SHALL PROVIDE FOR THE DESIGN, APPROVALS, PERMITS, 5.
INSTALLATION AND MONITORING OF ALL CRIBBING, SHEATHING AND SHORING
REQUIRED TO SAFELY RETAIN TEMPORARY EXCAVATIONS.
ALL PLANTERS IN CLOSE PROXIMITY TO THE STRUCTURE SHALL HAVE ADEQUATE 6.
DRAINAGE OF SURFACE WATER TO PREVENT SATURATION OF SOIL UNDER
FOUNDATION
FOR "SHALLOW SPREAD FOOTING OPTION", THE EXPOSED SUBGRADE AT FOOTING 7.
BEARING ELEVATION SHALL BE SCARIFIED TO A DEPTH OF 6", ALL
ROCKS/BOULDERS LARGER THAN 3" AND DELETERIOUS MATERIAL SHALL BE
REMOVED, AND ALL SOFT SPOTS SHALL BE EXCAVATED AND REPLACED WITH A
COMPACTED ON-SITE NATIVE FILL. SUBGRADE SHOULD THEN BE RECOMPACTED
WITH A MECHANICAL COMPACTOR WITH A MIN. OF TWO PASSES IN EACH
ORTHOGONAL DIRECTION, AND THE EXCAVATION SHOULD BE PROTECTED/KEPT
DRY PRIOR TO FOOTING CONCRETE PLACEMENT
2022 CBC SEISMIC SITE CLASS D-DEFAULT, ASSUMED UNLESS SITE-SPECIFIC 8.
GEOTECNHNICAL REPORT PROVIDED FOR REVIEW
DEEP FOOTING ROTATION, I.E. 1/2" MOVEMENT AT TOP OF FOOTING, WAS 9.
CONSIDERED DURING DESIGN, THUS ALLOWING LATERAL BEARING PRESSURE
INCREASE PER CBC, CHAPTER 18, SECTION 1806A.3.4
CONCRETE:
ALL CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF THE 2022 1.
C.B.C. AND THE A.C.I. 318-19 "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR
BUILDINGS".
SLAB AND FOUNDATION CONCRETE SHALL BE 150 P.C.F. HARDROCK, MIXED PER 2.
A.S.T.M. C-94, AND SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,500
P.S.I. AT 28 DAY. MAX. SLUMP TO BE 4" ± 1" OF W/C RATIO < .45
THE MAXIMUM SIZE AGGREGATE IN FOUNDATION AND MASS CONCRETE WORK 3.
SHALL BE 1 INCH.
CEMENT SHALL CONFORM TO A.S.T.M.. C-150 TYPE II, FOR NORMAL WEIGHT SHALL 4.
CONFORM TO A.S.T.M. C-33.
ADMIXTURES AND COLORS (EXCEPT AS NOTED HEREIN) SHALL NOT BE USED 5.
UNLESS SUBSTANTIATING DATE IS SUBMITTED TO AND ACCEPTED BY THE
ENGINEER AND ARCHITECT OF RECORD AND DSA.
CONCRETE MIXES SHALL BE DESIGNED BY A QUALIFIED TESTING LABORATORY. 6.
THE MIX DESIGNS SHALL CONFORM TO ACI 318-19 SECTION 26.4.3. UNLESS NOTED
OTHERWISE.
NON-STRUCTURAL STEEL EMBEDDED IN CONCRETE SHALL BE GALVANIZED OR 7.
PAINTED. ALL DAMAGED GALVANIZED AREAS SHALL BE REPAIRED PRIOR TO
EMBEDMENT.
READY MIXED CONCRETE SHALL CONFORM TO (A.S.T.M. C-94).8.
PLACEMENT OF CONCRETE SHALL CONFORM THE 2022 C.B.C. AND THE TO A.C.I. 9.
304. CLEAN AND ROUGHEN A FULL AMPLITUDE OF 1/4" BY REMOVING THE ENTIRE
SURFACE AND EXPOSING CLEAN AGGREGATE SOLIDLY EMBEDDED IN THE MORTAR
MATRIX AGAINST ALL CONCRETE SURFACES AGAINST WHICH CONCRETE IS TO BE
POURED.
ALL EXPOSED CONCRETE SHALL HAVE A SMOOTH FORM FINISH USING B-B 10.
PLYFORM, CLASS I, EXT-A.P.A. PLYWOOD.
ALL SLABS SHALL HAVE A TROWELED FINISH EXCEPT AS NOTED ON THE 11.
DRAWINGS.
ALL REINFORCING STEEL, ANCHOR BOLTS, DOWELS AND INSERTS SHALL BE WELL 12.
SECURED IN POSITION PRIOR TO PLACING CONCRETE.
IF THE CONTRACTOR DESIRES TO MAKE ANY CONSTRUCTION JOINTS OTHER THAN 13.
THOSE SHOWN ON THESE DRAWINGS, HE SHALL SUBMIT DETAILS OF CHANGES TO
THE ENGINEER OF RECORD FOR REVIEW BEFORE STARTING WORK AND THE
ENGINEER OF RECORD TO OBTAIN DSA APPROVAL PRIOR TO STARTING WORK.
NO BRICK OR POROUS MATERIAL SHALL BE USED TO SUPPORT FOUNDATION 14.
STEEL OF THE GROUND.
PROVIDE 1/2 INCH CHAMFER ON ALL EXPOSED CONCRETE CORNERS, U.N.O.15.
MINIMUM CONCRETE COVERAGES 16.
FOOTINGS CAST AGAINST EARTH 3" •
FORMED CONCRETE EXPOSED TO EARTH OR WEATHER 2"•
CONCRETE CURING:17.
SLAB AND FDN; TYPICALLY REQUIRED FOR 10 DAYS TO ACHIEVE A MINIMUM OF •
3000 PSI STRENGTH PRIOR TO INSTALLATION OF OTHER MAJOR STRUCTURAL
COMPONENTS.
ALL NON-SHRINK GROUT SHALL HAVE A MIN. 28 DAYS COMPRESSIVE STRENGTH OF 18.
5,000 PSI, AND SHALL COMPLY WITH THE REQUIREMENTS OF ASTM C109, ASTM
C939, ASTM C1090, ASTM C1107, WHEN APPLICABLE.
STRUCTURAL OBSERVATION:
PER C.B.C. CHAPTER 17A, 1704A.6 THE OWNER SHALL EMPLOY A LICENSED ENGINEER OR ARCHITECT RESPONSIBLE FOR THE STRUCTURAL 1.
DESIGN, OR HIS DESIGNATED ENGINEER OR ARCHITECT TO MAKE SITE VISITS TO OBSERVE. GENERAL COMPLIANCE WITH THE APPROVED STRUCTURAL PLANS, SPECIFICATIONS AND CONSTRUCTION CHANGE DOCUMEN (CCD). THE ENGINEER OR ARCHITECT SHALL SUBMIT A STATEMENT IN WRITING TO THE DSA INSPECTOR STATING THAT THE SITE VISIT HAS BEEN MADE AND THAT ANY DEFICIENCIES NOTED HAVE
BEEN CORRECTED.
IN ACCORDANCE WITH SECT. 4-333 (a) OF TITLE 24, PART 1, STRUCTURAL OBSERVATION SHALL INCLUDE AND OCCUR AT THE FOLLOWING 2.
STAGES:
OBSERVATION AT THE SITE PRIOR TO PLACING CONCRETE.•
OBSERVATION OF THE SHADE STRUCTURE DURING FABRICATION AFTER MAJORITY OF STRUCTURAL ITEMS ARE IN PLACE.•
OBSERVATION OF THE COMPLETED STRUCTURE PRIOR TO BEING COVERED FINISHES.•
AT COMPLETION OF IN-PLANT MANUFACTURING THE INDIVIDUAL ACCEPTING RESPONSIBILITY FOR OBSERVATION OF IN-PLANT 3.
MANUFACTURING SHALL SIGN THE VERIFIED REPORT, DSA 152-IPI (IN-PLANT INSPECTOR VERIFIED REPORT).
OBSERVATION OF THE ON SITE CONSTRUCTION INCLUDES THE SCOPE OF WORK INDICATED ON THE DSA APPROVED BUILDING PLANS AND 4.
SPECS.
INTERIM AND FINAL VERIFIED REPORTS ARE REQUIRED DURING, AND AT THE COMPLETION OF, ON SITE CONSTRUCTION AND INSTALLATION 5.
USING FORM DSA 6-AE (ARCHITECT/ENGINEER VERIFIED REPORT).
STRUCTURAL TESTING & SPECIAL INSPECTIONS: REFER TO DSA-103 FORM FOR ALL STRUCTURAL TESTING & SPECIAL INSPECTION 6.
REQUIREMENTS. IN THE EVENT OF A CONFLICT BETWEEN THE DRAWINGS, SPECIFICATIONS, AND DSA-103 FORM THE MORE STRINGENT
REQUIREMENT SHALL APPLY.
MBCI - PBR - 22 GA. - CORRUGATED ROOFING SPECIFICATIONS
WELDING:
QUALIFIED AND CERTIFIED WELDERS SHALL BE USED FOR ALL WELDING.1.
ALL WELDING TO CONFORM WITH AMERICAN WELDING SOCIETY STANDARDS AND 2.
SHALL BE INSPECTED BY AN AWS/CWI INSPECTOR. AWS D1.1 FOR HOT ROLLED. AWS
D1.3 FOR SHEET/COLD FORMED. AWS D1.8 SEISMIC SUPPLEMENT.
ALL WELDING SHALL BE DONE BY THE SHIELDED ARC PROCESS USING APPROVED 3.
ELECTRODES PER AWS SPECIFICATIONS E70XX (LOW HYDROGEN ELECTRODES).
ALL WELDS SHALL HAVE A WELD CONTROLLED SEQUENCE AND TECHNIQUE IN ORDER 4.
TO MINIMIZE SHRINKAGE, STRESSES, AND DISTORTION.
ALL ELECTRODES FILLER MATERIAL SHALL BE A MIN. OF E70XX5.
SPECIAL INSPECTION IS REQUIRED FOR ALL WELDING.6.
ALL SHOP WELDING OF COLUMN TO CAP PLATE AND RAFTER TO PLATE CONNECTION @ 7.
TOP OF COLUMN SHALL BE TESTED AS PER CBC:
ALL WELDS WITHIN MEMBERS DESIGNATED AS PER OF THE LATERAL FORCES RESITING •
SYSTEM (LFRS) SHALL CONFORM TO THE DETAILING, MATERIALS, WORKMANSHIP,
TESTING AND INSPECTION REQUIRMENTS PERS AWS D1.8 AND AISC 341-16, AND SHALL
USE A FILLER METAL WITH A CHARPY V-NOTCH (CVN) TOUGHNESS OF 20 FT-LB AT 0 F.
WHERE WELDS ARE DESIGNATED AS DEMAND CRITICAL, THEY SHALL BE WITH FILLER •
METAL CAPABLE OF PROVIDING A MIN. CVN TOUGHNESS OF 20 FT-IB AT 20 F AND 40 FT-
IB AT 70 F. SEE AWS D1.8 SECTION 6.3.8.
WELDERS PERFORMING WELDING WITHIN THE LFRS SHALL BE QUALIFIED IN •
ACCORDANCE WITH AWS D1.8 CHAPTER 5
STEEL:
MATERIALS:1.
ALL EXPOSED STEEL FASTENERS, INCLUDING CAST-IN-PLACE ANCHOR BOLTS/RODS, SHALL BE STAINLESS STEEL (TYPE 304 MIN.), HOT • DIP GALVANIZED (ASTM A153, CLASS D MIN. OR ASTM F2329), OR PROTECTED WITH CORROSION PREVENTIVE COATING THAT DEMONSTRATED NO MORE THAN 2% OF RED RUST IN MINIMUM 1,000 HOURS OF EXPOSURE IN SALT SPRAY…
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