Plans (11) BUP2020 -00176
OFFICE COPY
07-17-202
R
.QED PROFF4 RECEIVED
FDESIGNSTANDARD 20181NTERNATIONAL BUILDING CODE(IBC)WITH THE 2019 OREGON STRUCTURAL SPECIALTY CODE(OSS(') i� n '� IN S 6 �8� t0i 12 14 15 17 81 19 9.1 19 20 21 ! 22� �5 �� FF.pA 510'.7 11Y ( 5a6 3PE JUL 27 2020
LOADS FOR NEW CONSTRUCTION,UNLESS NOTED OTHERWISE. era' r4r 334r 43'-5' 43'8 48'8 43'-5' 408 ids 33'8 9W. 30-3• 56471? 13'-0' 40'-0" 1' ' �jLO
SNOW LOADS
OF SNOW LOAD: P, = 25PSF ( - -\ �q ' E•���p�' BUILDING DIVISION
B. SNOW EXPOSURE FACTOR: C. = 1.0 � � OARON CITY OF TIGARD
_=a r------- - 1 7 s
C. SNOW LOAD IMPORTANCE FACTOR: k = 1,0 ' ----s-_--J-'-yl-
D. THERMAL FACTOR: = 1.0 �~ - `� 1 ����-w� "---4 a�--4_j ii
�s 1 `p q+ O EXPIRES: 12-31-2021
E. SNOW BUILD-UP: ASCE 7 r -"--- 1 I II II \ _ ( - O
4. WIND DESIGN DATA INTERNATIONAL BUILDING CODE ASCE 7 F-- rte •"8 _
A. ULTIMATE DESIGN WIND SPEED: V,a =97 MPH 1 __ ' + 1 _ -=s L _ '}) U)
B. NOMINAL DESIGN WIND SPEED: Vag =75 MPH - _N -�+� 9S= 1___�_���_ _ W L_ _ 51 _s--a 7. .= =;-3ar a---�_-sac - - - N.1 Q
ED
_ CVJ
C. RISK CATEGORY: II II 1 til w
__ _ _
D. EXPOSURE: B - L II § � O w n m
5. SEISMIC DESIGN DATA - - - -
II _ - T - ._ -- - - _._.- � - - - -� - --. - - - =_-=a I. III -.-- - N� O •d > ly � allo
A RISK CATEGORY: II u - ' pl N O O
B. SEISMIC IMPORTANCE FACTOR: 1. = 1.0 III U W U Ip ^ ^
_. - - _. - III a O H Z t0 n LO
(OD O
C. MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS: SS = 0,870g S, = 0.396g i - - - - - 1 - -
It `" 2 BELOW oIt 0 > 0)
D. SITE CLASSIFICATION: D -*__. _ -._ _ T - __- _moi_ _ r - _ TI T_. I_ -- - - III
E. DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS: { I If w SI
S� = 0-696 g NEW 7722 LB(MAX)CONDENSER
SEISMIC DESIGN CATEGORY: D II
III (I
� � W
GENERAL I�_' r t- _ -1 EDGE OF(E)CONIC Q
1. THESE STRUCTURAL NOTES ARE A SUPPLEMENT TO THE SPECIFICATIONS. II I , ill $ (E)MECH UNIT TO PAD J v
2. SPECIFICATIONS AND CODES REFERENCED IN THESE NOTES ARE THE VERSIONS MOST RECENTLY ADOPTED BY THE PERMITTING AUTHORITY. ---### I I III A BE REMOVED T O
/ 1 I II III y
3. FOR FEATURES OF CONSTRUCTION NOT FULLY SHOWN,PROVIDE THE SAME TYPE AND CHARACTER AS SHOWN FOR SIMILAR CONDITIONS,SUBJECT I �� III W �
TO REVIEW E,THE STRUCTURAL ENGINEER OF RECORD. _ _ _ _ _ ' ' _, - _ - _ _- - tj_ _ _ II �_. c __._ {I J.1 I- a
4. APPLY,PLACE,ERECT OR INSTALL ALL PRODUCTS AND MATERIALS IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. 1 ' II toIII
V JifIJ
(E)MECH UNIT 1
STRUCTURAL FILL OR BACKFILL I 11 III § 3 - 1 'C
1. STRUCTURAL FILL MATERIAL: S1
A SAND AND GRAVEL MIXTURE OR CRUSHED ROCK 1 jj III <v BOVE S1 g
B. WELL GRADED FROM COARSE-TO-FINE WITH LESS THAN 10%BY WEIGHT OF THE MINUS 314"FRACTION PASSING THE NO,200 SIEVE. 1 1 1 1 I 1 1 V1 III a3 BELOW
1 m r d
C. FREE OF ORGANICS,RUBBISH,CLAY BALLS AND ROCKS LARGER THAN 4'. - it
I
2. PLACE STRUCTURAL FILL IN LOOSE LIFTS,MAXIMUM OF 8-IN THICKNESS.
It
- -
3. COMPACT STRUCTURAL FILL TO A MINIMUM DENSITY OF 95%OF MAXIMUM DRY DENSITY,AS DETERMINED BY ASTM D 1557. f e J SII O •� 0 -a
4. VERIFY ADEQUACY OF STRUCTURAL FILL COMPACTION WITH RANDOM FIELD DENSITY TESTS IN ACCORDANCE WITH REQUIREMENTS OF _ 1tp - - ---- - -- - -
_ _ ill (E)CONIC PAD O W U >
'STRUCTURAL TESTS AND SPECIAL INSPECTIONS-,IBC CHAPTER 17.
T 1 v O (E)EXTERIOR WALL MAINTAIN MINIMUM 0 rn
CONCRETE REINFORCING STEEL {
ill q CLEARANCES PER C , � a--,
1. REINFORCING STEEL SHALL BE ASTM A 615,GRADE 60. I I _ _ I _. 11j MFR REQUIREMENTS
2. DETAIL,FABRICATE AND PLACE REINFORCING ACCORDING TO ACI 315,DETAILS AND DETAILING OF CONCRETE REINFORCEMENT. --- -- - -`- - - - - - - - _- ""- - - - - - - - I11 --- - - O m u Q Q
3. DO NOT FIELD BEND,DISPLACE,WELD,HEAT OR CUT REINFORCING UNLESS INDICATED ON THE DRAWINGS,OR APPROVED BY STRUCTURAL 11
ENGINEER OF RECORD. -_.. _ - - - - -} - -rye - - - -- �_. o u- ._ _L.� tom- - - - _._ 1 O
7
I " " I D., B CONDENSER PLAN
4. MINIMUM COVER FROM CONCRETE SURFACES TO REINFORCING: _ - / q _ _ - - 1 - _ 1 _ _ _. -_� _ r L' h_ 1 _ I_ i _ _ _ _i --_�q _ O D
3"TO BOTTOM OF FOOTING
2"t 1/4'TO EARTH FACE OF WALL { + 1 -0.
CENTER OF SLABS-OWGRADE
1 1 „ VALIDITY 5. REINFORCING LAP SPLICES(INCHES):CONFORM WITH ACI 318"BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE',AS SHOWN BELOW, I � 1 I I { I I I 1 I �- { -'� �,� II I I { I F� '� I I VII � TY OF PERMIT
I _____�11 THE ISSUANCE OFAPERMIT
UNLESS NOTED OTHERWISE ON DRAWINGS: I { { 1 1 I i 1- II BASED ON CONSTRUCTION
3000 PSI ----- -- - 8.1 DOCUMENTS AND OTHER
BAR SIZE TOP BARS OTHER BARS 11 _ 1 _ _ _ - 1 I_ I- - - 1 - I� - b O DATA SHALL NOT PREVENT
a3 28 zzTHE CODE OFFICIAL FROM
- - -i...._ - - - + - f - - - '- - -- - -__- -�- REQUIRING
BROTH COS(' C
a
OF
#4 37 29 _ Jl
#5 47 36 TION
.4
LAP
CE NOTES:
A. TOP(BARS ARE DEFINED AS HORIZONTAL BARS PLACED SUCH THAT MORE THAN 12'OF CONCRETE IS PLACED BELOW THE BARS. Diii' A OVERALL BUILDING PLAN
B. SPLICE LENGTH BASIS:CLASS B,CASE 1 SPLICE,WITH CENTER-TO-CENTER BAR SPACING OF GREATER THAN 3 BAR DIAMETERS. S
NTS
CAST41N•PLACE CONCRETE
1. ALL CONCRETE MATERIALS,FORM WORK,MIXING,PLACING AND CURING SHALL BE IN ACCORDANCE WITH:
A ACI 301'STANDARD SPECIFICATION FOR STRUCTURAL CONCRETE`.
B. ACI 305'RECOMMENDED PRACTICE FOR HOT WEATHER CONCRETING'AND
C. ACI 306'RECOMMENDED PRACTICE FOR COLD WEATHER CONCRETING.°
2. CONCRETE MIX DESIGN:
UNLESS NOTED OTHERWISE,ALL CONCRETE STRENGTH SHALL BE:2,500 PSI
NOTES: I HSS4x4x5/i6
A UNLESS NOTED OTHERWISE, CONCRETE STRENGTH SHALL BE OBTAINED AT A MINIMUM OF 28 DAYS AFTER PLACING AS DETERMINED BY SPECIAL INSPECTION PROGRAM
LABORATORY-CURED CONCRETE CYLINDER TESTS. 1 CONDENSER PER PLAN
B. NO WATER SHALL BE ADDED TO THE CONCRETE OTHER THAN THAT REQUIRED BY THE MIX DESIGN APPROVED BY THE ENGINEER OF RECORD.
WATER ADDED AFTER INITIAL CONCRETE BATCHING SHALL BE SPECIAL INSPECTED. INSPECTION TASK I TYPE OF WORK CONTINUOUS` PERIODIC- COMMENTS - - 1 - _ 112'MIN/1-1I2'MAX 3/4'DIA x 2'WELDED THIRD
C. PREPARE MIX DESIGNS FOR EACH TYPE OF CONCRETE BY EITHER LABORATORY TRIAL BATCH OR FIELD EXPERIENCE METHODS AS SPECIFIED IN I I-I I I-I I I, III GAP,TYP STUDS W/NUTS TYP AT
STRUCTURAL WELDING
ACI 301. ����- I I -� WF BEAM PER PLAN CONDENSER FRAME HOLES,
D. USE PORTLAND CEMENT TYPE I OR II;CONFORM WITH ASTM C 150;SUPPLY FROM 1 SOURCE. SINGLE PASS FILLET WELDS NOT EXCEEDING 5116 X 1 1 FIELD LOCATE
E. AGGREGATES SHALL CONFORM WITH ASTM C 33 AND BE THOROUGHLY CLEANED AND WASHED PRIOR TO USE. 1 1 - 114'CAP PL ON
CONCRETE _ _ _ _ HSS TACK WELD
F. REPLACE UP TO 20%OF CEMENT WITH FLY ASH. FLY ASH SHALL CONFORM WITH ASTM C 618,CLASS C OR F. CONCRETE MIX STRENGTH TEST PLACEMENT OF REINFORCING STEEL X (4)1!4 VERT#3 TIES 1 1/4 - - _
DATA SHALL BE PROVIDED. 16-oc DBL TOP
PLACING OF REINFORCED CONCRETE X 1 PL 3/8x3)9-V TYP
G. CONCRETE EXPOSED TO WEATHER SHALL HAVE 5%t i%ENTRAINED AIR,BY VOLUME,AND SHALL CONFORM WITH ASTM C 260. 1 I 114 I I
H. SLABS-ON-GRADE SHALL UTILIZE SUPER PLASTICIZERS. TAKING OF TEST SPECIMENS X 114
3. CONCRETE MIX PROPORTIONS: OTHER HSS 4x4x5/16 2'
A. PROPORTION ACCORDING TO ACI 318,'BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE'. PER ICCIICBO TVP" CLR 1
B. SUBMIT MIX DESIGNS,WITH COMPLETE STATISTICAL BACKUP,FOR REVIEW. POST-INSTALLED ANCHORS IN CONCRETE 3 SIDES
EVALUATION REPORTS 114 1 1 3 SIDES
4. SAMPLING AND TESTING OF CONCRETE: o o 1 1 1 114
A. CONCRETE COMPRESSIVE STRENGTH OF LABORATORY CURED CYLINDERS SHALL BE TESTED AFTER THE SPECIFIED PERIOD AT 28 DAYS OR 56 3116 i I i V-6"MAX Q
DAYS AS NOTED. Z
tr
AB OVE GRADE
TABLEB. SAMPLE,CURE AND TEST CONCRETE CYLINDERS ACCORDING TO APPLICABLE ASTM SPECIFICATIONS. FREQUENCY OF INSPECTION,WHICH MAY BE CONTINUOUS DURING THE TASK LISTED OR PERIODICALLY DURING THE TASK LISTED,AS DEFINED IN THE e o II I
C. ACCEPTANCE OF COMPRESSIVE STRENGTH TEST RESULTS SHALL BE GOVERNED BY ACI 318,CHAPTER 5. . TRIM SHORTER SPAN W12
D. TEST A MINIMUM OF 3 CONCRETE TEST CYLINDERS FOR EACH 150 CU.YARDS OF CONCRETE,NOT LESS THAN ONE FOR EACH 5,000 SQUARE FEET PL 5/8x10xY-10'W/(4)1/2' - FLANGES AS REQ'D I I ' ^
OF SURFACE AREA FOR SLABS AND WALLS, OR EACH DAY OF POUR, FOR EACH CONCRETE STRENGTH. TEST 1 CYLINDER AT 7 DAYS AND 2 SPECIAL INSPECTION PROGRAM FOOTNOTES: DIA SS TITEN TITEN HD WI I I v
CYLINDERS AT 28 DAYS. 3114'MIN EMBEDMENT I I
1. PROVIDE SPECIAL INSPECTION, SPECIAL TESTING, REPORTING AND COMPLIANCE PROCEDURES ACCORDING TO CHAPTER 17 OF THE I 1 N
E. CAST 1 ADDITIONAL CYLINDER FOR STRENGTH VERIFICATION,IF PROBLEMS HAVE DEVELOPED FROM PREVIOUS 28 DAY BREAKS. INTERNATIONAL BUILDING CODE WITH THE OREGON STRUCTURAL SPECIALTY CODE INTERNATIONAL BUILDING CODE WITH THE WASHINGTON STATE - I I
AMENDMENTS. - N
POST41NSTALLED ANCHORS 2. SPECIAL INSPECTOR QUALIFICATIONS: DEMONSTRATE COMPETENCE,TO THE SATISFACTION OF THE BUILDING OFFICIAL,FOR INSPECTION OF THE
FOR ANCHORS ON THE CONSTRUCTION DOCUMENTS NOT NOTED WITH A SPECIFIC PRODUCT TYPE OR MANUFACTURER,THE CONTRACTOR SHALL USE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION IN QUESTION. Y4YLO
3 SECTION r" 0
APPROVED ANCHORS SPECIFIED IN THE TABLE BELOW. 3. PRIOR TO THE BEGINNING OF CONSTRUCTION, REVIEW THE SPECIAL INSPECTION REQUIREMENTS WITH THE ARCHITECT, ENGINEER, BUILDING M -
1. THE FOLLOWING PRODUCTS SHALL BE INSTALLED PER THE REQUIREMENTS OF THE REFERENCED PRODUCT APPROVALS SHOWN BELOW,UNLESS OFFICIAL,GENERAL CONTRACTOR AND SPECIAL INSPECTORS. O
2 S ,%"'t'-0" �/
NOTED OTHERWISE. 4. DUTIES OF THE SPECIAL INSPECTOR INCLUDE,BUT ARE NOT LIMITED TO: ,o L1_ U
SECTION SECTION N
2. NO SUBSTITUTIONS SHALL BE MADE FOR POST-INSTALLED ANCHORS SHOWN ON THE CONSTRUCTION DOCUMENTS WITHOUT PRIOR APPROVAL OF A OBSERVE THE WORK FOR CONFORMANCE WITH THE APPROVED PERMIT DRAWINGS AND SPECIFICATIONS. BRING DISCREPANCIES TO THE S S J_ W Q 0
THE ENGINEER OF RECORD. SUBSTITUTION REQUESTS SHALL INCLUDE CALCULATIONS PREPARED AND SEALED BY A PROFESSIONAL ENGINEER IMMEDIATE ATTENTION OF THE GENERAL CONTRACTOR FOR CORRECTION,THEN,IF UNCORRECTED,TO THE ENGINEER AND TO THE BUILDING
REGISTERED IN THE STATE IN WHICH THE PROJECT OCCURS, DEMONSTRATING THAT THE PROPOSED ANCHORS HAVE PERFORMANCE VALUES OFFICIAL. Q Q
EQUIVALENT TO OR HIGHER THAN THOSE SHOWN ON THE DRAWINGS. B. FURNISH INSPECTION REPORTS FOR EACH INSPECTION TO THE BUILDING OFFICIAL, ENGINEER, AND GENERAL CONTRACTOR IN A TIMELY I'_' W
ITEM APPROVED PRODUCTS ICC# MANNER. LI..I CO
C. SUBMIT A FINAL REPORT STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS INSPECTED, AND WHETHER THE WORK IS IN 0 2E
HILTI HUS-EZ ESRJ027 CONFORMANCE WITH THE APPROVED PERMIT DRAWINGS AND SPECIFICATIONS. CS
SCREW ANCHOR(CONCRETE) SIMPSON TITEN HD ESR-2713 5. DUTIES OF THE GENERAL CONTRACTOR INCLUDE,BUT ARE NOT LIMITED TO: OFFICE COPY O
DEWALT SCREW-BOLT+ ESR-W9Ln
DEWALT SNAKE* ESR-2272 A. NOTIFY SPECIAL INSPECTOR THAT WORK IS READY FOR INSPECTION AT LEAST 24 HOURS BEFORE INSPECTION IS REQUIRED. � �.
B. MAINTAIN ACCESS TO WORK REQUIRING SPECIAL INSPECTION UNTIL IT HAS BEEN OBSERVED AND INDICATED TO BE IN CONFORMANCE BY THE CITY OF TIGARD,, Z ujN
STRUCTURAL STEEL SPECIAL INSPECTOR AND APPROVED BY THE BUILDING OFFICIAL. REVIEWED FOR CODE COMPLIANCE Q Of
1. DETAIL,FABRICATE,ERECT,IDENTIFY AND PAINT STRUCTURAL STEEL ACCORDING TO RISC SPECIFICATIONS;EXCEPT CONTRACTOR SHALL USE THE C. PROVIDE THE SPECIAL INSPECTOR WITH ACCESS TO APPROVED PERMIT DRAWINGS AND SPECIFICATIONS AT THE JOB SITE.
LL-
ARCHITECTURAL DRAWINGS IN CONJUNCTION WITH THE STRUCTURAL DRAWINGS FOR DIMENSIONS AND STRUCTURAL STEEL NOT SHOWN ON THE D. MAINTAIN JOB-SITE COPIES OF ALL REPORTS SUBMITTED BY THE SPECIAL INSPECTOR. Approvedk
STRUCTURAL DOCUMENTS. 6. DEFINITIONS: OTC: i J
2. MATERIAL: A. CONTINUOUS INSPECTION: THE SPECIAL INSPECTOR IS OBSERVING THE WORK REQUIRING SPECIAL INSPECTION AT ALL TIMES. t Q
A WAND WT SHAPES:ASTM A992:Fy=50 KSI B. PERIODIC INSPECTION: THE SPECIAL INSPECTOR IS ON SITE AS REQUIRED TO CONFIRM THAT THE WORK REQUIRING SPECIAL INSPECTION IS IN PCrmit#: II 7 x p faoZQ- nn 1 '� �j
B. M,MT,S,ST,HP,C,MC AND L SHAPES:ASTM A36;Fy=36 KSI. CONFORMANCE.
o Address: �- 1
Q C. STEEL HOLLOW STRUCTURAL SECTIONS(HSS): Lpq G/S xt, P�C,
j ASTM A500(COLD ROLLED): SPECIAL TESTING REQUIREMENTS. Suite
U
vl GRADER 1. STRUCTURAL CONCRETE: SAMPLE AND TEST ACCORDING TO STRUCTURAL NOTES. $ Dates _
z Fy=46 KSI(SQUARE,RECTANGULAR)
a D. STEEL PLATES:
ASTM A36;Fy=36 KSI SPECIAL INSPECTION REOUI RED
3. CONNECT ALL MEMBERS WITH HIGH-STRENGTH BOLTS. State of Oregon Structural Specialty Code (f�
N A BEARING TYPE CONNECTIONS,TYPE N:
E3 Concrete and Reinforcing g Steel Revisions:
-o a. PROVIDE ASTM A325,TYPE N BOLTS AT ALL LOCATIONS NOT NOTED ON DRAWINGS AS TYPE SC.
n c
b. PROVI6E HARDENED WASHERS CONFORMING TO ASTM F436 UNDER ELEMENTS TO BE TIGHTENED. PROVIDE NUTS CONFORMING TO ASTM Botts Installed In COnCiete
n A563.
`o G TIGHTEN TYPE N BEARING BOLTS TO A SNUG TIGHT CONDITION. ❑ Special MOrnen.l ia-t:Aing Concrete Frame
C. INSTALL HIGHSTRENGTH BOLTS ACCORDING TO ASTM STANDARDS.
o D. 00 NOT WELD TO HIGH-STRENGTH BOLTS. [3 Reinforcing ^�Mree8ing Steel Tendons
n 4. GALVANIZED BOLTS(WHERE SHOWN ON DRAWINGS): HOT-OIPPED GALVANIZED ACCORDING TO ASTM A153,CLASS C.
ELL 5. PROVIDE BEVELED WASHERS AT BOLT HEADS OR NUTS BEARING ON SLOPING SURFACES. $frUCtUra(a-:'.
oa I 6. WELDING: ❑ R1gt1•Str&nili07rK)
Date: 11-14-2019
no A CONFORM WITH AWS SPECIFICATIONS. Drawn by ATW
B. WELDERS TO BE QUALIFIED UNDER AWS AND WABO SPECIFICATIONS. ❑ Structural Manor-r y�
1 � Checked by: CB, DA
o, C. WELDS MATERIAL: 70 KSI FILLER METAL,UNLESS NOTED OTHERWISE. PROVIDE LOW-HYDROGEN FILLER METALS AT MOMENT FRAME WELDS. ❑ Reinforce('f:<YV &xri Concrete
N m D. WELDS TO GALVANIZED STEEL AND AREAS DAMAGED BY WELDING,FLAME CUTTING OR HANDLING: CLEAN,DRY AND REMOVE OIL,GREASE,SALT Sheet No.
N j AND CORROSIVE PRODUCTS. APPLY ORGANIC COLD GALVANIZING COMPOUND WITH A MINIMUM OF 94%ZINC DUST IN THE DRY FILM. APPLY IN
MULTIPLE COATS TO ACHIEVE AN 8 MIL THICKNESS.
i7. CONTRACTOR TO DESIGN AND PROVIDE ERECTION AIDS(BOLTS,CLIPS,SHIMS,SEATS,ETC.)REQUIRED TO FACILITATE CONSTRUCTION. ❑ Spra>< �iStive Materials
8. INSTALL AND INSPECT HEADED STUDS AND SHEAR CONNECTORS ACCORDING TO CHAPTER 70F AWS DI.1'STRUCTURAL WELDING CODE-STEEL". ❑ !�jy; >. ),2 Caissons S1
Ir
C 1 ❑ Sh:,.,
m ❑ Spe•,. , ,:'ation and Filling
0a
o
a
❑ otherinspecuons