|
STATE APPROVALS-PC
<br />STATE APPROVALS-SITE
<br />PR
<br />E
<br />-
<br />C
<br />H
<br />E
<br />C
<br />K
<br />
<br />(
<br />P
<br />C
<br />)
<br />
<br />DO
<br />C
<br />U
<br />M
<br />E
<br />N
<br />T
<br />CO
<br />D
<br />E
<br />:
<br />
<br />2
<br />0
<br />2
<br />2
<br />
<br />C
<br />B
<br />C
<br />A
<br />S
<br />E
<br />P
<br />A
<br />R
<br />A
<br />T
<br />E
<br />
<br />P
<br />R
<br />O
<br />J
<br />E
<br />C
<br />T
<br />
<br />AP
<br />P
<br />L
<br />I
<br />C
<br />A
<br />T
<br />I
<br />O
<br />N
<br />
<br />F
<br />O
<br />R
<br /> C
<br />O
<br />N
<br />S
<br />T
<br />R
<br />U
<br />C
<br />T
<br />I
<br />O
<br />N
<br />
<br />I
<br />S
<br />
<br />R
<br />E
<br />Q
<br />U
<br />I
<br />R
<br />E
<br />D
<br />.
<br />1
<br />2
<br />3,5
<br />6
<br />4
<br />4
<br />7
<br />DESCRIPTION DESIGN VALUES
<br />DEAD AND LIVE LOADS
<br />ROOF LIVE LOAD 20 PSF
<br />ROOF DEAD LOAD (SUPERIMPOSED ON FRAME) LOAD SCENARO={1.2} DL= {3.5 PSF, 2 PSF}
<br />ALLOWABLE SOIL PRESSURE
<br />SPREAD PAD
<br />VERTICAL BEARING: DL + Lr + SEISMIC (CONCRETE FOOTING)1500 PSF
<br />LATERAL COHESION: DL + Lr + SEISMIC (CONCRETE FOOTING)130 PSF
<br />DRILLED PIER
<br />SKIN FRICTION (DOWN): DL + Lr + SEISMIC (CONCRETE FOOTING) PER 1810A.3.3.1.4 167 PSF
<br />SKIN FRICTION (UPLIFT): DL + Lr + SEISMIC (CONCRETE FOOTING) PER 1810A.3.3.1.5 83 PSF
<br />LATERAL BEARING: DL + Lr + SEISMIC (CONCRETE FOOTING) PER 1810A.3.3.2 100 PSF/FT
<br />ROOF SNOW LOAD
<br />GROUND SNOW LOAD, Pg 10 PSF
<br />RISK CATEGORY III
<br />ROOF SNOW LOAD: [ ] FLAT, Pf OR [ ] LOW SLOPE, Pm OR [X] SLOPED, Ps 11 PSF
<br />SNOW ROOF SLOPE FACTOR, Cs 1.0
<br />SNOW EXPOSURE FACTOR, Ce 1.2
<br />SNOW LOAD IMPORTANCE FACTOR, Is 1.1
<br />THERMAL FACTOR, Ct 1.2
<br />DRIFT SURCHARGE LOAD, Pd 0 PSF
<br />DISTANCE FROM ADJACENT STRUCTURE, Pg = 0 PSF 4 IN
<br />DISTANCE FROM ADJACENT STRUCTURE, Pg > 0 PSF 20 FT
<br />ICE LOAD 0 PSF
<br />FLOOD DESIGN
<br />FLOOD HAZARD AREA NO
<br />WIND DESIGN
<br />BASIC WIND SPEED (3 SECOND GUST), Vult 115 MPH
<br />EXPOSURE CATEGORY C
<br />TOPOGRAPHIC FACTOR, Kzt (1 MINIMUM)1
<br />INTERNAL PRESSURE COEFFICIENT, GCpi (IF APPLICABLE)0.0
<br />CLEAR WIND FLOW YES
<br />OBSTRUCTED WIND FLOW YES
<br />SEISMIC DESIGN
<br />LATERAL FORCE-RESISTING SYSTEM STEEL ORDINARY CANTILEVER COLUMN SYSTEM
<br />ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE PROCEDURE
<br />SEISMIC DESIGN CATEGORY (SDC)E
<br />SEISMIC IMPORTANCE FACTOR, Ie 1.25
<br />DESIGN BASE SHEAR, V Cs x W
<br />SEISMIC RESPONSE COEFFICIENT, Cs LOAD SCENARIO = {1,2} Cs = {1.13,1.65}
<br />RESPONSE MODIFICATION FACTOR, R 1.25
<br />SITE CLASS E
<br />REDUNDANCY FACTOR, p 1.3
<br />MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIOD, Ss - USED TO DETERMINE Cs LOAD SCENARIO = {1,2} Ss = {1.406, 2.063}
<br />SHORT-PERIOD SITE COEFFICIENT, Fa 1.2
<br />DESIGN SPECTRAL RESPONSE ACCELERATION AT SHORT PERIOD, Sds - USED TO DETERMINE Cs LOAD SCENARIO = {1,2} Sds (MAX) = {1.125, 1.650}
<br />MAPPED SPECTRAL RESPONSE ACCELERATION AT 1 SECOND PERIOD, S1 LOAD SCENARIO = {1,2} S1 = {0.844, 1.07}
<br />LONG-PERIOD SITE COEFFICIENT, Fv 2.0
<br />DESIGN SPECTRAL RESPONSE ACCELERATION AT 1 SECOND PERIOD, Sd1 LOAD SCENARIO = {1,2} Sd1 = {1.125, 1.427}
<br />HORIZONTAL OR VERTICAL IRREGULARITIES TYPE(S)NONE
<br />DESCRIPTION DESIGN VALUES
<br />TYPE OF CONSTRUCTION II B
<br />NUMBER OF STORIES 1
<br />FIRE SPRINKLER SYSTEM NOT BY POLIGON
<br />MR MULTI-RIB ROOF PANEL (MCELROY)
<br />NTS NOT TO SCALE
<br />NO NUMBER
<br />OC ON CENTER
<br />OSHA OCCUPATIONAL HEALTH AND SAFETY ADM.
<br />PCF POUNDS PER CUBIC FOOT
<br />PD POLIGON DRAWING
<br />PJ PRETENSIONED JOINT
<br />PLCS PLACES
<br />PLT PLATE
<br />PSF POUNDS PER SQUARE FOOT
<br />PSI POUNDS PER SQUARE INCH
<br />QTY QUANTITY
<br />REF REFERENCE
<br />SQ SQUARE
<br />SS STANDING SEAM ROOF PANEL (MCELROY)
<br />TYP TYPICAL
<br />UNO UNLESS NOTED OTHERWISE
<br />USGS U.S. GEOLOGICAL SURVEY
<br />W/WITH
<br />ACI AMERICAN CONCRETE INSTITUTE
<br />AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION
<br />ASM ASSEMBLY (INTERNAL REFERENCE)
<br />ASTM AMERICAN SOCIETY FOR TESTING AND MAT'LS
<br />AWS AMERICAN WELDING SOCIETY
<br />CBC CALIFORNIA BUILDING CODE
<br />CJP COMPLETE JOINT PENETRATION
<br />CLR CLEAR
<br />DEG DEGREE
<br />DIA DIAMETER
<br />DIM DIMENSION
<br />DSA DIVISION OF THE STATE ARCHITECT
<br />EQ EQUAL
<br />FT FEET
<br />GA GAGE
<br />IN INCHES
<br />KSI KIPS PER SQUARE INCH
<br />MAX MAXIMUM
<br />MIN MINIMUM
<br />MISC MISCELLANEOUS
<br />MPH MILES PER HOUR
<br />STEP 1 PROJECT INFORMATION
<br />PROJECT NAME
<br />SCHOOL DISTRICT
<br />USE AND OCCUPANCY CLASSIFICATION (PROPOSED OCCUPANCY: A1,A2, A3, A4, A5, B,E)
<br />OCCUPANT LOAD FACTOR SQ.FT/PERSON
<br />TOTAL ROOF AREA
<br />NUMBER OF OCCUPANTS
<br />STEP 8 STRUCTURE SIZE
<br />MSL 15 MSL 25 MSL 35
<br />ROOF WIDTH [ ] 15' DEFAULT [ ] 25' DEFAULT [ ] 35' DEFAULT
<br />[ ]________OTHER 6' MIN; 15' MAX [ ]_______OTHER 15'-6" MIN; 25' MAX [ ]_______OTHER 25'-6" MIN; 35' MAX
<br />ROOF LENGTH
<br />[ ]44' 2 BAYS [ ]44' 2 BAYS [ ]44' 2 BAYS
<br />[ ]64' 3 BAYS [ ]64' 3 BAYS [ ]64' 3 BAYS
<br />[ ]84' 4 BAYS [ ]84' 4 BAYS [ ]84' 4 BAYS
<br />[ ]________OTHER [ ]_______OTHER [ ]_______OTHER
<br />STEP 9 FOUNDATION TYPE
<br />MSL 15 MSL 25 MSL 35
<br />[ ] SPREAD PAD [ ] DRILLED PIER [ ] SPREAD PAD [ ] DRILLED PIER [ ] SPREAD PAD
<br />STEP 10 FOUNDATION SUMMARY
<br />MSL 15 MSL 25 MSL 35
<br />[ ] LOAD SCENARIO 1 SPREAD PAD [ ] LOAD SCENARIO 1 DRILLED PIER [ ] LOAD SCENARIO 1 SPREAD PAD [ ] LOAD SCENARIO 1 DRILLED PIER [ ] LOAD SCENARIO 1 SPREAD PAD
<br />[ ] LOAD SCENARIO 2 SPREAD PAD [ ] LOAD SCENARIO 2 DRILLED PIER [ ] LOAD SCENARIO 2 SPREAD PAD [ ] LOAD SCENARIO 2 DRILLED PIER [ ] LOAD SCENARIO 2 SPREAD PAD
<br />STEP 11 SHEET INDEX
<br />BASE FRAME MSL 15 MSL 25 MSL 35
<br />ROOF DECK MR SS MR SS MR SS
<br />FOUNDATION TYPE SPREAD PAD DRILLED PIER SPREAD PAD DRILLED PIER SPREAD PAD DRILLED PIER SPREAD PAD DRILLED PIER SPREAD PAD SPREAD PAD
<br />SELECT ONE [ ] [ ] [ ] [ ] [ ] [ ] [ ] [ ][ ][ ]
<br />ORDER FORM MSL1.0 MSL1.0 MSL1.0 MSL1.0 MSL1.0 MSL1.0 MSL1.0 MSL1.0 MSL1.0 MSL1.0
<br />NOTES AND SPECIAL INSPECTIONS MSL1.1 MSL1.1 MSL1.1 MSL1.1 MSL1.1 MSL1.1 MSL1.1 MSL1.1 MSL1.1 MSL1.1
<br />FOUNDATION PLAN MSL2.0 MSL2.1 MSL2.0 MSL2.1 MSL2.2 MSL2.3 MSL2.2 MSL2.3 MSL2.4 MSL2.4
<br />FRAMING PLAN MSL3.0 MSL3.0 MSL3.0 MSL3.0 MSL3.1 MSL3.1 MSL3.1 MSL3.1 MSL3.2 MSL3.2
<br />FRAME CONNECTION DETAILS MSL4.0 MSL4.0 MSL4.0 MSL4.0 MSL4.1 MSL4.1 MSL4.1 MSL4.1 MSL4.2 MSL4.2
<br />ARCHITECTURAL VIEWS MSL5.0 MSL5.0 MSL5.0 MSL5.0 MSL5.1 MSL5.1 MSL5.1 MSL5.1 MSL5.2 MSL5.2
<br />ROOF CONNECTION DETAILS MSL6.0 MSL6.0 MSL6.1 MSL6.1 MSL6.0 MSL6.0 MSL6.1 MSL6.1 MSL6.0 MSL6.1
<br />MISC DESIGN OPTIONS MSL7.0 MSL7.0 MSL7.0 MSL7.0 MSL7.0 MSL7.0 MSL7.0 MSL7.0 MSL7.0 MSL7.0
<br />ELECTRICAL CUTOUTS MSL7.1 MSL7.1 MSL7.1 MSL7.1 MSL7.1 MSL7.1 MSL7.1 MSL7.1 MSL7.1 MSL7.1
<br /> STEP 12 MULTIPLE STRUCTURES
<br />MULTIPLE STRUCTURES
<br />ROOF WIDTH X LENGTH QTY
<br />STEP 2 DESIGN OPTIONS
<br />ROOF DECK [ ] MULTI-RIB (MR)DEFAULT, WEIGHT 1.2 PSF
<br />[ ] STANDING SEAM (SS) WEIGHT 1.8 PSF
<br />GUTTERS [ ] NO DEFAULT
<br />[ ] YES SEE MSL7.0 FOR DETAILS
<br />ELECTRICAL ACCESS [ ] NO DEFAULT
<br />[ ] YES SEE MSL7.1 FOR DETAILS
<br />CLEAR HEIGHT [ ] 8'DEFAULT
<br />[ ] ___________ OTHER 10' MAX
<br />STEP 3 SEISMIC ACCELERATION
<br />Ss__________ . __________ __________ __________ (g)
<br />S1__________ . __________ __________ __________ (g)
<br />STEP 4 SEISMIC REGIONS
<br />0.000 <Ss <= 1.406 S1 <= 0.844 [ ] WHITE 3.5 PSF MAX DEAD LOAD
<br />1.406 < Ss <= 2.063 S1 <= 1.070 [ ] GREEN 2.0 PSF MAX DEAD LOAD
<br />STEP 5 TOTAL ROOF DEAD LOAD
<br />ROOF DECK _________ . _________ PSF SEE STEP 2 'ROOF DECK' FOR WEIGHTS
<br />COLLATERAL _________ . _________ PSF LIGHTING, FIRE SUPPRESSION, ETC.
<br />TOTAL _________ . _________ PSF ADD 'ROOF DECK' AND 'COLLATERAL'
<br />STEP 7 PC STRUCTURE
<br />ROOF WIDTH <= 15 [ ] MSL 15
<br />15 < ROOF WIDTH <= 25 [ ] MSL 25
<br />25 < ROOF WIDTH <= 35 [ ] MSL 35
<br />STEP 6 LOAD SCENARIO
<br />WHITE TOTAL ROOF DEAD LOAD <= 3.5 PSF [ ] LOAD SCENARIO 1
<br />GREEN TOTAL ROOF DEAD LOAD < 2.0 PSF [ ] LOAD SCENARIO 2
<br />MS
<br />L
<br />1
<br />.
<br />0
<br />OR
<br />D
<br />E
<br />R
<br />
<br />F
<br />O
<br />R
<br />M
<br />MO
<br />N
<br />O
<br />S
<br />L
<br />O
<br />P
<br />E
<br />
<br />-
<br />
<br />M
<br />S
<br />L
<br />DESIGN VALUES:
<br />1. IF SITE-SPECIFICDESIGN CRITERIA ARE OUTSIDE THE LIMITS OF THESE PC DRAWINGS, CONTACT POLIGON ENGINEERING TO SEE IF AN ENGINEERING LETTER, SUPPLEMENTAL DRAWINGS, AND/OR CALCULATIONS COULD BE SUBMITTED FOR A SITE-SPECIFIC SOLUTION. ANY SITE-SPECIFIC DEVIATION FROM THIS PC MAY NOT BE SUBMITTED TO DSA AS AN OVER- THE- COUNTER
<br />2. STRUCTURE NOT DESIGNED TO SUPPORT SOLAR PANELS. STRUCTURE IS NOT DESIGNED TO SUPPORT SPRINKLER SYSTEMSIN LOAD SCENARIO 2 REGIONS
<br />3. GEOHAZARD REPORTS ARE REQUIRED IF THE AREA COVERED UNDER THE ROOF EXCEEDS 4000 SQ FT. OR IS LOCATEDWITHIN STATE OR LOCAL GEOLOGICAL HAZARD ZONE. VERIFY SUBMITTAL AND APPROVAL OF A GEOHAZARD REPORT BYCGS PRIOR TO DSA SITE APPLICATION.
<br />4. STRUCTURAL SEPARATION BETWEEN ADJACENT STRUCTURES: MSL15= 2.75" MSL25= 2.75" MSL35= 2.5"STRUCTURAL SEPARATION BETWEEN EXISTING STRUCTURES: MSL15= 3.75" MSL25= 3.75" MSL35= 3.5"
<br />5. WHEN PLACING MULTIPLE CANOPIES WITH PIER FOOTINGS ADJACENT TO ONE ANOTHER, THE DESIGN MAY REQUIRE AN ANALYSIS OF GROUP EFFECTS ON THE FOUNDATIONS. THE MINIMUM CLEARANCE BETWEEN CENTER OF PIERS IS EIGHT TIMES PIER DIAMETER WITHOUT AN ACCOMPANYING ENIGNEERING LETTER.
<br />6. SITE APPLICATION DESIGN PROFESSIONAL AND DSA REVIEWER SHALL VERIFY THE STRUCTURE TO BE LOCATED AT LEAST 20 FEET FROM ANY HIGHER ADJACENT STRUCTURE IF GROUND SNOW LOAD IS GREATER THAN ZERO.
<br />7. DESIGN COMPLIES WITH THE CONDITIONS OF EXCEPTION 1 OF ASCE 7-16 SECTION 11.4.8, ITEM 2.
<br />8. APPROVED FIRE APPARATUS ACCESS ROADS SHALL EXTEND TO WITHIN 150 FEET OF ALL PORTIONS OF THE PERIMETER OF THE STRUCTURE PER CFC 503.1.1.
<br />ARCHITECTURAL REQUIREMENTS:
<br />RELATED BUILDING CODES AND STANDARDS:TITLE 24 CODES:
<br />2022 CALIFORNIA ADMINISTRATIVE CODE (CAC)..........................(PART 1, TITLE 24, CCR) 2022 CALIFORNIA BUILDING CODE (CBC), VOLUMES 1 AND 2 (PART 2, TITLE 24, CCR) (2021 INTERNATIONAL BUILDING CODE WITH 2022 CALIFORNIA AMENDMENTS) 2022 CALIFORNIA ELECTRICAL CODE ..............................................(PART 3, TITLE 24, CCR) (2020 NATIONAL ELECTRICAL CODE WITH 2022 CALIFORNIA AMENDMENTS) 2022 CALIFORNIA MECHANICAL CODE (CMC) ............................(PART 4, TITLE 24, CCR) (2021 UNIFORM MECHANICAL CODE WITH 2022 CALIFORNIA AMENDMENTS) 2022 CALIFORNIA PLUMBING CODE (CPC) ..................................(PART 5, TITLE 24, CCR) (2021 UNIFORM PLUMBING CODE WITH 2022 CALIFORNIA AMENDMENTS) 2022 CALIFORNIA ENERGY CODE ..................................................(PART 6, TITLE 24, CCR)2022 CALIFORNIA FIRE CODE (CFC) .............................................(PART 9, TITLE 24, CCR) (2021 INTERNATIONAL FIRE CODE WITH 2022 CALIFORNIA AMENDMENTS)2022 CALIFORNIA EXISTING BUILDING CODE (CEBC).......................(PART 10, TITLE 24, CCR) 2022 CALIFORNIA GREEN BUILDING STANDARDS CODE...................(PART 11, TITLE 24, CCR)2022 CALIFORNIA REFERENCED STANDARDS CODE ...................... (PART 12, TITLE 24, CCR)TITLE 19 CCR, PUBLIC SAFETY, STATE FIRE MARSHAL REGULATIONS NFPA 13 - 2022 NFPA 72 - 2022
<br />REFERENCE CODE SECTIONS FOR APPLICABLE STANDARDS:
<br /> 2022 CBC, CHAPTER 35 2022 CFC, CHAPTER 80
<br />SCOPE OF WORK NARRATIVE:
<br />THESE DRAWINGS ILLUSTRATE THE FABRICATION AND INSTALLATION REQUIREMENTS FOR A FREE-STANDING PREFABRICATED STEEL SHADE STRUCTURE. THE ENTIRE STRUCTURAL SYSTEM IS COMPRISED OF TUBULAR STEEL MEMBERS SUPPORTED ON CONCRETE FOUNDATIONS. THE FLEXIBILITY INCLUDED HEREIN ALLOWS THIS STRUCTURE TO COMPLY WITH A WIDE VARIETYOF PROJECT SITES AND LOADING REQUIREMENTS.
<br />SPECIFICATIONS
<br />PART 1 - GENERAL
<br />1.1 STRUCTURE DESCRIPTIONA. STRUCTURE(S) BASED ON THE FOLLOWING PC DESIGN(S):1. MONOSLOPE (MSL)
<br />1.2 DESIGN REQUIREMENTSA. MEET THE DESIGN INTENT SHOWN ON THE PC DRAWINGS APPROVED FOR THIS PROJECT.1. DESIGN CRITERIA2. MEMBERS SIZES3. HIDDEN BOLTED CONNECTIONS BETWEEN STRUCTURAL MEMBERS4. COLUMN ANCHORAGE SHALL INCLUDE FOUR (4) BOLTS IN COMPLIANCE WITH OSHA 1926.755(A)(1).5. NO FIELD WELDING PERMITTED6. NO FIELD PAINTING PERMITTED7. ROOF DIMENSIONS AND SLOPES8. EXPOSED STEEL ROOF FASTENERS (IF APPLICABLE) POWDER COATED BY MANUFACTURER9. ROOF DECK SPANS FROM PEAK TO EAVE AND PERMITS PROPER DRAINAGE WITHOUT DEBRIS BUILD- UP. 1.3 SUBMITTALSA. DRAWINGS AND CALCULATIONS SEALED BY A PROFESSIONAL ENGINEER LICENSED IN THE APPROPRIATE STATE. B. ONLY MANUFACTURERS THAT SUBMIT DRAWINGS AND CALCULATIONS PRIOR TO BID SHALL BE CONSIDERED C. MANUFACTURER MUST BE ABLE TO SUBMIT APPROPRIATE LABORATORY TESTS FOR THE FOLLOWING:1. FRAME FINISH REQUIREMENTS LISTED IN PART 2 OF THIS SPECIFICATION.2. CERTIFIED MILL TEST REPORTS FOR STRUCTURAL STEEL (DESCRIBING THE CHEMICAL AND PHYSICAL PROPERTIES).3. CERTIFIED MILL TEST REPORTS FOR STRUCTURAL BOLTS.
<br />1.4 TECHNICAL SUPPORTA. MANUFACTURER MUST HAVE IN-HOUSE ENGINEERING DEPARTMENT AND A PROFESSIONAL ENGINEER LICENSED IN THE APPROPRIATE STATE TO ANSWER TECHNICAL QUESTIONS.
<br />1.5 QUALITY ASSURANCEA. GENERAL1. FABRICATION PROCEDURES SHALL COMPLY WITH APPLICABLE CODES AND LOCAL REGULATIONS.2. REQUIRED STRUCTURAL TESTS AND SPECIAL INSPECTIONS INCLUDED ON THE PROJECT DSA-103 FORM.B. MANUFACTURER QUALIFICATIONS1. MINIMUM (10) YEARS ENGINEERING AND FABRICATING PRE-ENGINEERED STRUCTURES2. MANUFACTURER OWNED AND OPERATED POWDER COAT PAINT FINISH SYSTEM3. ALL AWS CERTIFIED WELDERS4. FULL-TIME PROFESSIONAL ENGINEER ON STAFF LICENSED IN THE APPROPRIATE STATE5. FULL-TIME AWS CERTIFIED ASSOCIATE WELDING INSPECTOR ON STAFF6. FULL-TIME QUALITY ASSURANCE MANAGER ON STAFF7. FULL-TIME LEED AP ON STAFFC. MANUFACTURER CERTIFICATIONS 1. PCI 4000 CERTIFICATION THROUGH POWDER COATING INSTITUTE (PCI) 2. AISC CERTIFIED FABRICATOR
<br />1.6 MANUFACTURER WARRANTYA. STRUCTURE MUST HAVE (10) YEAR LIMITED WARRANTY ON STEEL FRAME MEMBERS.B. STRUCTURE MUST HAVE (10) YEAR LIMITED WARRANTY ON PAINT SYSTEM.C. PASS THROUGH WARRANTY OF ROOFING MANUFACTURER SHALL BE PROVIDED UPON REQUEST.PART 2 - PRODUCTS
<br />2.1 MANUFACTURERA. ACCEPTABLE MANUFACTURERS1. POLIGON, A DIVISION OF PORTERCORP. A. 4240 N 136TH AVE., HOLLAND, MI 49424; (616) 399-1963; WWW.POLIGON.COM . I. FOR POLIGON STRUCTURES IN NORTHERN CALIFORNIA, THE LOCAL REPRESENTATIVE IS ALL ABOUT PLAY (WWW.PLAYGROUNDPROS.COM). EMAIL AAP@PLAYGROUNDSALES .COM OR CALL 916-923-2180 II. FOR POLIGON STRUCTURES IN SOUTHERN CALIFORNIA, THE LOCAL REPRESENTATIVE IS MIRACLE PLAYGROUND SALES (WWW.MIRACLEPLAYGROUNDSALES.COM EMAIL SALES@MIRACLEPLAYGROUND.COM OR CALL (951) 695-4515
<br />B. SUBSTITUTION LIMITATIONS1. THE ENGINEERING FOR THIS STRUCTURE IS ONLY APPLICABLE IF POLIGON SUPPLIES THE MATERIAL.2. IF THE CONTRACTOR ELECTS TO SUBSTITUTE A DIFFERENT STRUCTURE, THEY ARE RESPONSIBLE TO OBTAIN THE NECESSARY DSA APPROVAL WITH:A. NO COST TO THE DISTRICT OR ARCHITECTB. NO CHANGE TO THE CONSTRUCTION SCHEDULE 3. SUBSTITUTIONS MUST BE APPROVED A MINIMUM OF (10) DAYS BEFORE BID.4. ALL APPROVED MANUFACTURERS SHALL BE NOTIFIED IN WRITING BEFORE THE BID DATE.5. SUBSTITUTE MANUFACTURERS SHALL NOT BE ALLOWED TO BID WITHOUT WRITTEN NOTIFICATION.6. SUBSTITUTE MANUFACTURERS MUST MEET “MANUFACTURER QUALIFICATIONS” LISTED IN PART 1 OF THIS SPECIFICATION.7. SUBSTITUTE MANUFACTURERS MUST PROVIDE PROOF OF “MANUFACTURER CERTIFICATIONS” ABOVE.8. SUBSTITUTE MANUFACTURERS MUST PROVIDE PAINT FINISH DESCRIBED IN “FRAME FINISH” BELOW.
<br />2.2 FRAME A. MATERIALS1. ANCHOR BOLTS: SEE DRAWINGS FOR REQUIREMENTS. ANCHOR BOLTS NOT PROVIDED BY MANUFACTURER. 2. STRUCTURAL STEEL: SEE DRAWINGS FOR REQUIREMENTS.3. STRUCTURAL BOLTS: SEE DRAWINGS FOR REQUIREMENTS.B. FINISH 1. FRAME FINISH: POLI-5000 POWDER COAT. NO FIELD PAINTING PERMITTED.A. COMPONENTS SHALL BE CLEANED, PRE-TREATED, AND FINISHED AT A FACILITY OWNED AND DIRECTLY SUPERVISED BY THE MANUFACTURER.B. COMPONENTS SHALL BE SHOT BLASTED TO SSPC-SP10 NEAR-WHITE BLAST CLEANING. SSPC-SP2 HAND TOOL CLEANING WILL NOT BE AN ACCEPTABLE ALTERNATIVE.C. COMPONENTS SHALL BE PRETREATED IN A (3) STAGE IRON PHOSPHATE OR EQUAL WASHER.D. COMPONENTS SHALL RECEIVE EPOXY PRIMER COAT FOR SUPERIOR CORROSION PROTECTION.E. COMPONENTS SHALL RECEIVE TOP COAT OF SUPER DURABLE TGIC POWDER COAT.F. FINISH SHALL NOT HAVE ANY VOC EMISSIONS. G. MANUFACTURER SHALL BE ABLE TO PRODUCE DOCUMENTATION STATING SAMPLE PRODUCTION COMPONENTS HAVE BEEN TESTED TO MEET THE FOLLOWING:I. SALT SPRAY RESISTANCE PER ASTM B 117/ ASTM D 1654 TO 10,000 HOURS WITH NO CREEP FROM SCRIBE LINE AND RATING OF 10.II. HUMIDITY RESISTANCE PER ASTM D2247-02 TO 5,000 HOURS WITH NO LOSS OF ADHESION OR BLISTERING.III. COLOR/UV RESISTANCE PER ASTM G154-04 TO 2,000 HOURS EXPOSURE, ALTERNATE CYCLES WITH RESULTS OF NO CHALKING, 75% COLOR RETENTION, COLOR VARIATION MAXIMUM 3.0 E VARIATION CIE FORMULA (BEFORE AND AFTER 2,000 HOURS EXPOSURE).2. FRAME COLOR: DETERMINED BY DISTRICT.C. FABRICATION1. FABRICATE COMPONENTS TO PERMIT BOLTED CONNECTIONS ON SITE. NO FIELD WELDING PERMITTED.2. LABEL EACH MEMBER WITH UNIQUE PART NUMBER TO STREAMLINE ERECTION. 3. WELDING REQUIREMENTS: SEE DRAWINGS FOR REQUIREMENTS.
<br />2.3 ROOFA. MATERIALS1. ROOF MATERIAL: SEE DRAWINGS FOR REQUIREMENTS. 2. ROOF HARDWARE: SEE DRAWINGS FOR REQUIREMENTS.B. FINISH1. ROOF FINISH: KYNAR 500 HIGH-PERFORMANCE RESIN-BASED PAINT.2. ROOF COLOR: DETERMINED BY OWNER.
<br />2.4 MISCELLANEOUSA. MATERIALS1. CONCRETE MATERIAL: SEE DRAWINGS FOR REQUIREMENTS. CONCRETE NOT PROVIDED BY MANUFACTURER.
<br />PART 3 - EXECUTION
<br />3.1 STORAGE AND HANDLINGA. PROTECT MATERIAL AFTER DELIVERY FROM WEATHER, SUNLIGHT, AND DAMAGE.B. ELEVATE MATERIAL TO ALLOW CIRCULATION AND REDUCE MOLD, FUNGI DECAY, AND INSECT INFESTATION.C. HANDLE MATERIAL WITH PROTECTIVE STRAPS OR PADDED FORKLIFT. HANDLING MATERIAL WITH CHAIN OR CABLE WILL NOT BE ACCEPTED AND MAY VOID MANUFACTURER’S WARRANTY.D. TO PREVENT MOISTURE DAMAGE TO ANY WOOD MATERIAL (IF APPLICABLE), KEEP WOOD PACKAGED BEFORE INSTALLATION AND COVER IMMEDIATELY WITH ANY SECONDARY ROOF MATERIAL.
<br />3.2 ERECTIONA. INSTALL COMPONENTS ACCORDING TO MANUFACTURER’S INSTALLATION DRAWINGS AND THESE SPECIFICATIONS.B. ANCHOR BOLT AND COLUMN LAYOUT IS CRITICAL.C. COMPLY WITH SPECIFIC BOLTING INSTALLATION REQUIREMENTS PROVIDED ON DRAWINGS REQUIRING THE CONTRACTOR TO COORDINATE THIS PHASE OF CONSTRUCTION WITH THE SPECIAL BOLTING INSPECTOR AND THE INSPECTOR OF RECORD PRIOR TO THE ERECTION OF THE FRAME.D. NO FIELD SLOTTING OR OPENING OF HOLES WILL BE ALLOWED. TOLERANCES ON STEEL STRUCTURAL MEMBERS ARE SET ACCORDING TO AISC CONSTRUCTION PRACTICES, FOLLOWED DURING FABRICATION, AND CANNOT BE INCREASED.E. AFTER INSTALLATION, RESTORE DAMAGED SURFACES TO THE ORIGINAL CONDITION USING TOUCH-UP PAINT PROVIDED BY MANUFACTURER. IF THE ARCHITECT DOES NOT ACCEPT THAT, REPLACE DAMAGED MATERIAL AT NO COST TO THE DISTRICT.F. COORDINATE AS REQUIRED WITH OTHER DISCIPLINES (ELECTRICAL, PLUMBING, ETC.) G. COMPLY WITH ALL APPLICABLE OHSA REQUIREMENTS
<br />3.3 REPAIRA. DO NOT ATTEMPT ANY FIELD CHANGES TO THE STRUCTURE WITHOUT FIRST CONTACTING THE MANUFACTURER.
<br />3.4 QUALITY CONTROL A. TESTS AND INSPECTIONS DURING ERECTION ARE NOT REQUIRED BY THE MANUFACTURER, BUT MAY BE REQUIRED BY OTHERS. B. THE PROJECT INSPECTOR, AND ENTIRE CONSTRUCTION OVERSIGHT PROCESS, SHALL COMPLY WITH DSA PR 13-01. DO NOT PROCEED UNTIL UNSATISFACTORY CONDITIONS HAVE BEEN CORRECTED.
<br />STEP 1: GENERAL PROJECT INFORMATION
<br />- IDENTIFY PROJECT NAME AND SCHOOL DISTRICT- IDENTIFY USE AND OCCUPANCY CLASSIFICATION - THE USE AND OCCUPANCY DETERMINE THE MAXIMUM SQUARE FOOTAGE OF THE STRUCTURE - THE MAXIMUM SQUARE FOOTAGE IS ALSO LIMITED BY THE NUMBER OF OCCUPANTS- IDENTIFY THE OCCUPANT LOAD PER TABLE 1004.5 IN THE CBC- IDENTIFY TOTAL ROOF AREA WHICH SHALL NOT EXCEED ALLOWABLE AREA PER TABLE 506.2 IN THE CBC.- IDENTIFY EXPECTED NUMBER OF OCCUPANTS BASED ON THE ESTIMATED OCCUPANT LOAD - TOTAL ROOF AREA DIVIDED BY OCCUPANT LOAD CAN DETERMINE NUMBER OF OCCUPANTS
<br />STEP 2: DESIGN OPTIONS
<br />- SELECT ROOF DECK FOR YOUR PROJECT - "MR" REPRESENTS MCELROY METAL "MULTI-RIB" ROOF DECK - "SS" REPRESENTS MCELROY METAL "MEDALLION-LOK" 16" STANDING SEAM ROOF DECK - SELECT WHETHER GUTTERS AND DOWNSPOUTS FROM POLIGON IS NEEDED FOR YOUR PROJECT - IF "YES", THEN INCLUDE SHEET MSL7.0 IN THE DRAWING SET -SELECT WHETHER ELECTRICAL CUTOUTS ARE NEEDED FOR YOUR PROJECT - SHEET MSL7.0 SHOWS ELECTRICAL CUTOUT SIZE AND LOCATION CUTOUTS IN COLUMNS - SHEET MSL7.1 HAS INSTRUCTIONS AND SHEET TO IDENTIFY WHICH COLUMNS - SHEET MSL7.1 MUST BE FILLED OUT IN THE SUBMITTAL SET APPROVED BY DSA - IF NOTHING IS FILLED IN ON MSL7.1, POLIGON WILL ASSUME CUTOTUS ARE ONLY IN COLUMN A1 (SEE 'FRAMING PLAN' FOR REFERENCE)- SELECT CLEAR HEIGHT (SEE 'ARCHITECTURAL VIEWS' SHEET FOR REFERENCE) - MIN 7’-1”; MAX 10'-0"- IF NOTHING IS SELECTED, POLIGON WILL ASSUME THE DEFAULT FOR EACH DESIGN OPTION
<br />STEP 3: IDENTIFY THE Ss & S1 ACCELERATION (g) FOR YOUR PROJECT AND GEOTECHNICAL INFORMATION
<br />- Ss & S1 VALUE DETERMINES THE REQUIRED SEISMIC DESIGN FORCES- Ss & S1 VALUE DEPENDS ON PROJECT'S GEOGRAPHICAL LOCATION - FIND Ss & S1 VALUES FOR YOUR PROJECT IN THE SITE SPECIFIC GEOTECHNICAL REPORT - FIND Ss & S1 VALUES FOR YOUR PROJECT USING https://asce7hazardtool.online/- THIS PC IS NOT APPROVED FOR Ss VALUES GREATER THAN 2.063 (CONTACT POLIGON FOR ADDITIONAL OPTIONS)
<br />STEP 4: IDENTIFY THE SEISMIC REGION FOR YOUR PROJECT
<br />- THE REGIONS ARE DEPENDANT ON THE Ss & S1 VALUES DETERMINED IN STEP 3- THE SEISMIC REGION DICTATES THE MAXIMUM DEAD LOAD PERMITTED (SEE TABLE TO THE LEFT)
<br />STEP 5: IDENTIFY THE ROOF DEAD LOAD FOR YOUR PROJECT
<br />- THE ROOF DECK DEAD LOAD WILL ALWAYS BE INCLUDED- THE COLLATERAL LOAD REPRESENTS ADDITIONAL LOAD THAT CAN BE SUPPORTED BY THE FRAME- TOTAL ROOF DEAD LOAD MUST BE LESS THAN OR EQUAL TO THE MAX DEAD LOAD SHOWN IN STEP 4- CUT SHEETS OF ANY BOARDS, BOXES AND EQUIPMENT TO BE MOUNTED ON THE STRUCTURE, INCLUDING WEIGHTS AND DIMENSIONS ARE REQUIRED
<br />STEP 6: IDENTIFY THE LOAD SCENARIO
<br />- REFERENCE THE STEP 4 COLOR AND SELECT THE APPLICABLE LOAD SCENARIO- LOAD SCENARIOS HAVE NO IMPACT ON FRAME DESIGN OR COST, BUT DO AFFECT FOUNDATION SIZE
<br />STEP 7: IDENTIFY PC STRUCTURE
<br />- ROOF WIDTHS UP TO 15' WIDE USE THE "MSL 15" - ROOF WIDTHS UP TO 25' WIDE USE THE "MSL 25" - ROOF WIDTHS UP TO 35' WIDE USE THE "MSL 35" - THE 15', 25', AND 35' WIDTHS ARE SUGGESTED BECAUSE THEY ARE THE MOST ECONOMICAL- MAXIMUM WIDTH IS 35'; (SEE 'ARCHITECTURAL VIEWS' SHEET FOR REFERENCE)
<br />STEP 8: IDENTIFY SITE SPECIFIC ROOF WIDTH AND LENGTH
<br />- DO NOT EXCEED THE TOTAL ROOF AREA FROM STEP 1 (ROOF WIDTH MULTIPLIED BY ROOF LENGTH)
<br />STEP 9: FOUNDATION TYPE
<br />- SELECT A FOUNDATION BASED THE DESIRED FOUNDATION TYPE- SELECT EITHER SPREAD PAD OR DRILLED PIER FOUNDATION PRIOR TO APPROVAL- FOUNDATION TYPE IMPACTS CONSTRUCTION (TIMING, SEQUENCE, COST, ETC.)- FOUNDATION TYPE IMPACTS ANCHOR BOLT LENGTH (NOT PROVIDED BY POLIGON)- REVIEW OF SITE-SPECIFIC SOILS REPORT TO EVALUATE APPLICABILITY OF FOUNDATION OPTIONS AVAILABLE
<br />STEP 10: FOUNDATION SUMMARY
<br />- USE THE SELECTIONS FROM STEP 6 AND STEP 9 TO SELECT THE APPROPRIATE FOUNDATION
<br />STEP 11: SELECT APPLICABLE SHEET INDEX FOR YOUR PROJECT
<br />- IDENTIFY THE APPLICABLE SHEET INDEX- INCLUDE APPLICABLE SHEETS WITH YOUR DSA SUBMITTAL- EXCLUDE 'MISC DESIGN OPTIONS' SHEET FOR PROJECTS WITHOUT ELECTRICAL CUTOUTS OR GUTTERS- EXCLUDE 'ELECTRICAL CUTOUTS' SHEET FOR PROJECTS WITHOUT ELECTRICAL CUTOUTS
<br />STEP 12: MULTIPLE STRUCTURES WITH THE SAME PC#
<br />- FILL IN ROOF LENGTH AND WIDTH OF STRUCTURES AS WELL AS QUANTITY- UNO ON THE POLIGON DRAWINGS, POLIGON WILL ASSUME ALL DESIGN CRITERIA FOR EACH STRUCTURE IS THE SAME- CONTACT POLIGON FOR FURTHER INFORMATION
<br />STEP 13: COULMN BASE PROTECTION
<br />- SELECT THE METHOD OF COLUMN INSTALLATION ON APPLICABLE FOUNDATION PLAN SHEET, DETAIL 2, NOTE 3.
<br />INSTRUCTIONS FOR ARCHITECTS PLANNING TO SUBMIT THESE PRE-CHECKED DRAWINGS TO DSA:
<br />BEFORE SUBMITTING THESE PRE-CHECKED DRAWINGS FOR YOUR PROJECT, FOLLOW THE STEPS BELOW TO PROPERLY DEFINE THE APPROVED OPTIONS:
<br />THE POLIGON ENGINEERING DEPARTMENT IS AVAILABLE TO HELP YOU COMPLETE THESE STEPS (616) 888-3500
<br />ABBREVIATIONS:
<br />JESSICA E. NAPIER
<br />No. S5476
<br />S T R U C T U R A L
<br />DSA
<br />D E P A R T M E N T O F G E N E R A L S E R V I C E S
<br />DIVISION OF THE STATE ARCHITECT
<br />DSA
<br />DIVISION OF THE STATE ARCHITECT
<br />DSA
<br />DIVISION OF THE STATE ARCHITECT
<br />DSA
<br />DIVISION OF THE STATE ARCHITECT
<br />IDENTIFICATION STAMP
<br /> DIV. OF THE STATE ARCHITECT
<br />APP:
<br />REVIEWED FOR
<br />SS FLS ACS
<br />DATE:
<br />CG444
<br />02-121212
<br />7/18/2023
<br />PC
|