HomeMy WebLinkAbout2102 S Flower St - DEF - Mechanical Unit Support at Roof - PlanCITY OF SANTA ANA
Planning and Building Agency
QTY. MARK
2 CU-1-11 1-2
MAKE I MODEL
DAIKIN I RXYQ168AAYDB
WEIGHT I Lf
761 LBS 423/»
NOTES:1. HORIZONTAL &VERTICAL SEISMIC CAPACITY: 375 LBS
2. UNIT ON GRADE.
3
1Y"
2
OPER. HC
2
03;
28%"
------- Y
4
4Y �%4
5/"0 THRD. ROD
NEOPRENE
WASHER
-17
Deferred Approval
These documents (drawings, specifications, or calculations) have been
prepared by other design professionals or consultants who are licensed
and/or authorized to prepare such documents in California. These
documents have been examined by JAMA for design intent and have been
found to meet the appropriate structural requirements and the project
specifications.
RV rlawrence
nATF 12/20/2025
JOHN A. MARTIN & ASSOCIATES, INC.
STRUCTURAL ENGINEERS
950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015
Design Load Review
Reviewed for design loads only as they affect the primary structure. Not
responsible for design, dimensions or quality of material
RV rlawrence
nATF 12/20/2025
JOHN A. MARTIN & ASSOCIATES, INC.
STRUCTURAL ENGINEERS
950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015
MOUNT # SIZE DURO DEFL LOAD
1 thru 4 50D %" 230 LBi
proved
ruh
MIT ISSUANCE
0
I Bf
4
ISO. LAYOUT & LOCATION
'16"0 HOLE (2) PLACES
USE %11
0 STAINLESS STEEL HILTI KB-TZ2 ANCHORS IN MIN.
3000 PSI NW CONCRETE W/ 2Y" MIN. NOMINAL EMBED., 3"
MIN. EDGE DISTANCE AND 4" MIN. CONCRETE THICKNESS.
INSTALL WITH SPECIAL INSPECTION PER THE I CC ESR- 4266.
�TYP. STEEL SUPPORT
� JOB NAME: SANTA ANA MEMORIAL PARK AQUATICS CENTER
M. W. SAUSSE & CO., INC. OUST: WEST -TECH MECHANICAL
28744 WITHERSPOON PKWY, VALENCIA, CA 91355
PHONE: (661) 257-3311 FAX: (661) 257-7673 OUST. P.O.
MECH. ENGR. :
i reoeo FF-EQ-3 - -
„ilbl? en �� ��� ���� cu'rihol sv�ten,s MARK: CU 1 1, 1-2
T
STEEL PLATE
(6))X YX Y16)))
RIBBED NEOPRENE PAD
REVISIONS:
A: REV TO ITEM (3/4/2025) JA
C:
[a
f Fr
- _ -e6g`J
3/4/2025
DRN : JA
DATE:
Master ID
Date:
ENG : JA
11 /18/2024
DRAWING NO.:
FIP26681 -S8076-3A
CITY OF SANTA ANA
Planning and Building Agency
MARK
MAKE
MODEL
WEIGHT
Lf
B±
MOUNT #
1 TH RU 4
CU - 21 51 61 7
RXF18AXVJU
101 LBS
24"
14116
L
CU - 3, 4
RXTQ48TBVJU A
176 LBS
24%6"
13%"
G
DAIKIN
CU - 8
RXF24AXVJU
101 LBS
24"
141316"
L
CU - 9
RX30WM VJU 9
133 LBS
23%
13%)f
L
NOTE(S): 1. ALL DIMENSIONS IN INCHES
2. SPRING DEFLECTION: 1"
3. FINISH: POWDER COATED.
4. STEEL DESIGNED & FURNISHED BY OTHERS. A
Deferred Approval
These documents (drawings, specifications, or calculations) have been
prepared by other design professionals or consultants who are licensed
and/or authorized to prepare such documents in California. These
documents have been examined by JAMA for design intent and have been
found to meet the appropriate structural requirements and the project
specifications.
BY rlawrence
DATE 12/20/2025
JOHN A. MARTIN & ASSOCIATES, INC.
STRUCTURAL ENGINEERS
950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015
Design Load Review
Reviewed for design loads only as they affect the primary structure. Not
responsible for design, dimensions or quality of material
RV rlawrence
nATF 12/20/2025
JOHN A. MARTIN & ASSOCIATES, INC.
STRUCTURAL ENGINEERS
950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015
STEEL WASHE
NEOPRENE GROM
(#6
ISOLATOR H.C.A.I.
PRE —APPROVAL PENDING
No. OPM-0203-22
�`r IV �L) U U IV
8Y
MAX. ALLOW. LOAIDS.10
10
M. W. SAUSSE & Co. INC.
28744 WITHERSPOON PKWY, VALENCIA, CA 91355
PHONE: (661) 257-3311 FAX: (661) 257-7673
RMU-EQ-1
Vvibr%ation& seismic control systems
JOB NAME:
CUST :
OUST. P.O.:
MECH. ENGR. :
MARK:
HORIZ: 860 LBS
SANTA ANA MEMORIAL PARK AQUATICS CENTER
WEST -TECH MECHANICAL
CU-213, 4153 6, 7, 8, 9
31LIZER BOLT
4/4
VE"?T.
SPRING OD DEFL LOAD
L 2" 1" 5 proved
Pd RMIT ISSUANCE
G 2" 1" 75 LBS
�Lf�
Bf
ISO. LAYOUT & LOCATION
%6170 HOLE (2) PLACES
USE Y8" A-307 HEX BOLTS
TO ATTACH TO STEEL BENEATH.
SEE NOTE #4
3Ys»
OPER.
HGT. �
(UP).. I
REVISIONS
620 LBS
A: REV TO ANCHORAGE (3/4/2025 JA
B:
C:
D:
72/70/20,
Master ID
Date:
DRN : JA I ENG : JA
DATE: 11118/2024
DRAWING N0.
P26681-S8076-4A
CITY OF SANTA ANA
Planning and Building Agency
MARK I MAKE I MODEL I WEIGHT I RES WT. (EA.)
CU-2, 51 61 7
DAIKIN
RXF18AXVJU
101 LBS
40 LBS.
CU-8
DAIKIN
RXF24AXVJU
101 LBS
40 LBS.
%"0 x 2" LG. STUD
2�f I
71 yl 6 26 2
7
2/'/l
1 .09 9 W. I I
PLAN VIEW
NOTE(S):
1. FRAME IS A FULLY WELDED CONSTRUCTION.
2. FOR ANCHORAGE OF RES TO STRUCTURE, USE Y4"-14 ITW TEKS SCREW
INTO MIN. 20 GA MATERIAL (12) PER RES AS SHOWN.
M. W. SAUSSE & C001 INC, I JOB NAME: SANTA ANA MEMORIAL PARK AQUATICS CENTER
CUST : WEST -TECH MECHANICAL
28744 WITHERSPOON PKWY, VALENCIA, CA 91355
PHONE: (661) 257-3311 FAX: (661) 257-7673 CUST. P.O.
VvibrIsmic
MECH. ENGR.:
1®RES-EQ A TKT . ��1,� JI/6R
ation & seicontrol systems MARK: • `�' `" —�! f " 7 �!
Deferred Approval
These documents (drawings, specifications, or calculations) have been
prepared by other design professionals or consultants who are licensed
and/or authorized to prepare such documents in California. These
documents have been examined by JAMA for design intent and have been
found to meet the appropriate structural requirements and the project
specifications.
RV rlawrence
nATF 12/20/2025
JOHN A. MARTIN & ASSOCIATES, INC.
STRUCTURAL ENGINEERS
950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015
Design Load Review
Reviewed for design loads only as they affect the primary structure. Not
responsible for design, dimensions or quality of material
BY rlawrence
DATE 12/20/2025
JOHN A. MARTIN & ASSOCIATES, INC.
STRUCTURAL ENGINEERS
950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015
it
72/70/20,
16 GA.
2
CURB CAP �
FLASHING TO
EXTEND 8" ABOVE
TAPERED
INSULATION (this
seems sufficient but
please coordinate
with insulation sub)
REVISIONS:
A:
1---*--7 m- I
9
%" OX 2" LG.
MOUNTING STUD
NT16111 in \ � I 14 1
Y"x3x3
ATTACHMENT PLO
14 GA. RES
SECTION VIEW
A
FOR PE
Master ID
Date:
16 GA.
CURB CAP
i � � JCC IV V I C ffL
���3 ISOMETRIC
DRN : PDG
DATE:
DRAWING NO.:
ENG : PDG
12/10/2025
P26681-S8676-16
pprovehd
RMIT ISSUANCE
MARK I MAKE
CU-31 4 DAIKIN
a
3y
13%q.
ISOLATOR
3y
W
I
I
I
I
I
I
I
I
I
I
I
L
MODEL
RXTQ48TBVJUA
lip
I!:
g—
�
WEIGHT
176 LBS
RES WT. (EA.)
PLAN VIEW
40 LB S.
NOTE(S):
1. FRAME IS A FULLY WELDED CONSTRUCTION.
2. FOR ANCHORAGE OF RES TO STRUCTURE, USE Y4"-14 ITW TEKS SCREW
INTO MIN. 20 GA MATERIAL (12) PER RES AS SHOWN.
M. W. SAUSSE & CO., INC.
28744 WITHERSPOON PKWY, VALENCIA, CA 91355
PHONE: (661) 257-3311 FAX: (661) 257-7673
1' RES-EQ
vibration & seismic control systems
Y8 "4 x 2" LG. STUD
JOB NAME: SANTA ANA MEMORIAL PARK AQUATICS CENTER
CUST : WEST -TECH MECHANICAL
OUST. P.O.:
MECH. ENGR. :
MARK: CU-314
Deferred Approval
These documents (drawings, specifications, or calculations) have been
prepared by other design professionals or consultants who are licensed
and/or authorized to prepare such documents in California. These
documents have been examined by JAMA for design intent and have been
found to meet the appropriate structural requirements and the project
specifications.
RV rlawrence
nATF 12/20/2025
JOHN A. MARTIN & ASSOCIATES, INC.
STRUCTURAL ENGINEERS
950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015
Design Load Review
Reviewed for design loads only as they affect the primary structure. Not
responsible for design, dimensions or quality of material
R, rlawrence
nATF 12/20/2025
JOHN A. MARTIN & ASSOCIATES, INC.
STRUCTURAL ENGINEERS
950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015
.�
CIV11.FCA
rc
FLASHING TO
EXTEND 8" AB
�6�
16 GA.
2
CURB CAP �
VE
TAPERED
INSULATION (this
seems sufficient but
please coordinate
with insulation sub�
REVISIONS:
A:
Y8 OX 2" LG.
MOUNTING STUD
WOOD N Al LER
)/4 ly X3X3
ATTACHMENT PLO
14 GA. RES
SECTION VIEW
�a
CITY OF SANTA ANA
Planning and Building Agency
JRAproved
FORMIT ISSUANCE
Master ID
Date:
16 GA.
CURB CAP
i'`-�i��j JCC IVV IC �fL
ISOMETRIC
DRN : PDG
DATE:
DRAWING NO. :
ENG : PDG
12/ 10/2025
P26681 -S8076-1 1
MARK I MAKE
CU-9 I DAIKIN
I
3y
3y
MODEL
RX30WM VJU 9
I
I
I
I
I
I
I
I
I
I
I
lip
I!:
WEIGHT
133 LBS
9
—I
RES WT. (EA.)
40 LB S.
Y8 "0 x 2$$ LG. STUD
n
Deferred Approval
These documents (drawings, specifications, or calculations) have been
prepared by other design professionals or consultants who are licensed
and/or authorized to prepare such documents in California. These
documents have been examined by JAMA for design intent and have been
found to meet the appropriate structural requirements and the project
specifications.
RV rlawrence
nATF 12/20/2025
JOHN A. MARTIN & ASSOCIATES, INC.
STRUCTURAL ENGINEERS
950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015
Design Load Review
Reviewed for design loads only as they affect the primary structure. Not
responsible for design, dimensions or quality of material
RV rlawrence
nATF 12/20/2025
JOHN A. MARTIN & ASSOCIATES, INC.
STRUCTURAL ENGINEERS
950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015
21/1/16
7
1
6 �/8 26 2
7
21Y1 6
PLAN VIEW
NOTE(S):
1. FRAME IS A FULLY WELDED CONSTRUCTION.
2. FOR ANCHORAGE OF RES TO STRUCTURE, USE Y4"-1 4
INTO MIN. 20 GA MATERIAL (12) PER RES AS SHOWN.
M. W. SAUSSE & CO., INC.
28744 WITHERSPOON PKWY, VALENCIA, CA 91355
PHONE: (661) 257-3311 FAX: (661) 257-7673
RES-EQ
vibration & seismic control systems
TW TEKS SCREW
JOB NAME: SANTA ANA MEMORIAL PARK AQUATICS CENTER
CUST : WEST -TECH MECHANICAL
CUST. P.O.:
MECH. ENGR. :
MARK: CU-9
u
16 GA.
CURB CAP
y FLASHING TO
EXTEND 8" AB
VE
TAPERED
INSULATION (this
seems sufficient but
please coordinate
with insulation E!, �h1
A:
[7
9a
3/" OX 2" LG.
MOUNTING STUD
WOOD NAILER
$$00
ATTACHMENT P L.
14 GA. RES
SECTION VIEW
A
CITY OF SANTA ANA
Planning and Building Agency
FORIpproved
EERMIT ISSUANCE
Master
Date:
16 GA.
CURB CAP
i�-►�y Jtt IV V I t ptL
ISOMETRIC
DRN : PDG
DATE:
DRAWING NO. :
ENG : PDG
12/10/2025
P26681-S8076-12
CALCULATE HORIZONTAL WIND FORCE (F IN LBS., DIMS. IN FT):
EXPOSURE CATEGORY: C
BUILDING HEIGHT (hr):0
VELOCITY EXPOSURE FACTOR (KZ) (TABLE 29.3-1): 0.85
TOPOGRAPHIC FACTOR KZT = (1+K1K2K3)2 (EQ. 26.8-1)
K1,K2 AND K3 FROM (FIGURE 26.8-1):
K1 =0
K2 =0
K3 =0
KZT =1
Kd (DIRECTIONALITY FACTOR, TABLE 26.10-1) =0.90
OCCUPANCY/RISK CATEGORY =III
*(FOR WIND SPEED MAP SELECTION - SEE FIG. 26.5-1A TO 1C)
WIND VELOCITY (V IN MPH) =95
17.7
HORIZONTAL LOAD:
(GCr) =1.9 (REDUCEABLE, SEE SECTION 29.4.1)
Af =22.16 ft2 (VERTICAL FACE OF EQUIPMENT NORMAL TO HORIZ. WIND PRESSURE)
(29.4-2) Fh = qh(GCr)Af =744.2 lbs
VERTICAL LOAD:
(GCr) =1.5 (REDUCEABLE, SEE SECTION 29.4.1)
Ar =10.21 ft2 (HORIZONTAL FACE OF EQUIPMENT NORMAL TO VERT. WIND PRESSURE)
(29.4-3) Fv = qh(GCr)Ar =270.8 lbs
DESIGN LOADS FOR ANCHORAGE CALCULATIONS
Fh = 744.19 lbs
Fv =270.76 lbs
REV. A: REV. TO ANCHORAGE (3-4-2025) JA
JOB NAME: SANTA ANA MEMORIAL PARK AQUATICS CENTER M. W. SAUSSE' & CO., INC.
CUST.: WEST-TECH MECHANICAL PREPARED BY:
MECH. ENG.: DATE :
MARK: CU-1-1, 1-2 SHEET NO.:
18-Nov-24
P26681-S8076-C3A
CALCULATIONS FOR RIGID ANCHORAGE - WIND LOADING (ASCE 7-16)
FIND VELOCITY PRESSURE (qh) = 0.00256*KZ*KZT*Kd*V2 (LBS/FT2)
IF GROUND IS FLAT ENTER
THE VALUE OF ZERO FOR ALL
VELOCITY PRESSURE (qh) =
HORIZONTAL AND VERTICAL WIND LOADS FROM SECTION 29.5.1
JA
3/4/2025
BY
DATE 12/20/2025
These documents (drawings, specifications, or calculations) have been
prepared by other design professionals or consultants who are licensed
and/or authorized to prepare such documents in California. These
documents have been examined by JAMA for design intent and have been
found to meet the appropriate structural requirements and the project
specifications.
JOHN A. MARTIN & ASSOCIATES, INC.
STRUCTURAL ENGINEERS
950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015
Deferred Approval
rlawrence
BY
DATE 12/20/2025
Reviewed for design loads only as they affect the primary structure. Not
responsible for design, dimensions or quality of material
JOHN A. MARTIN & ASSOCIATES, INC.
STRUCTURAL ENGINEERS
950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015
Design Load Review
rlawrence
CALCULATIONS FOR VIBREX TYPE FF-EQ VIBRATION ISOLATORS/SEISMIC RESTRAINTS - 2018 IBC/2019 CBC, LRFD
CALCULATES WORST CASE LOADING FOR (4) TO (14) ISOLATORS. (UNITS: LBS & INCHES)
USING COMBINED LOAD EQUATIONS 16-5: U = 1.2D + 1.0E & 16-7: U = 0.9D + 1.0E
SEISMIC FORCES - CH. 13 OF ASCE 7
13.3-2: Fp =1.6*SDS*Ip*Wp (MAX)= 1043.48 lbs
13.3-1: Fp =(0.4*ap*SDS/(Rp/Ip))(1+2z/hr)Wp = 260.87 lbs
13.3-3: Fp =0.3*SDS*Ip*Wp (MIN)= 195.65 lbs
CONTROLLING HOR. SEISMIC FORCE: Fp = 260.87 lbs
OVERTURNING MOMENT: M=Fp*HC.G.= 8527.21 lb-in
* SUPP. VERT. SEISM. FORCE: Fpv = 0.2SDSWp = 130.44 lbs
DESIGN SPECTRAL RESP. ACCELERATION: SDS = 0.86
IMPORTANCE FACTOR: Ip = 1.00
COMPONENT AMPLIFICATION FACTOR: ap = 2.50
COMP. RESPONSE MODIFICATION FACTOR: Rp = 2.50
EQUIPMENT ELEVATION / ROOF ELEVATION: z/hr = 0.00
(WITH RESPECT TO GRADE)
UNIT LOCATED INDOORS OR OUTDOORS = OUTDOORS
Fh FROM PREVOUS CALCULATION (IF APPLICABLE)= 744.19 lbs
Fv FROM PREVOUS CALCULATION (IF APPLICABLE)= 270.76 lbs
WIND OVERTURNING MOMENT: Mw = FhHw = 24325.63 lb-in
EQUIPMENT WEIGHT & GEOMETRY
EQUIPMENT WEIGHT: Wp = 761.00 lbs
L:= 21.19 in
B:= 14.38 in
EX:= 2.12 in
EY:= 1.44 in
HEIGHT TO CG.: HC.G.= 32.69 in
CNTR OF AREA OF WINDWARD FACE: HW = 32.69 in
NO. OF ISOLATORS (Ni)= 4.00
ISOLATOR GROUP PROPERTIES
MOMENT OF INERTIA ABOUT X AXIS: IX = 826.56 in4 a (DIR. OF Vdir-CRIT. ANCHOR): tan-1(EY/EX)= 34.16
MOMENT OF INERTIA ABOUT Z AXIS: IZ = 1795.64 in4 b: g - a == 180.00
g (DIR. OF Vrot-CRIT. ANCHOR): tan-1(B/L)= 34.16 q (DIR. OF Fph FOR MAX UPLIFT): tan-1((L*IX)/(B*IY))= 34.16
FROM SEISMIC LOADS (LOAD APPLIED TO CRITICAL ANGLE)FROM WIND LOADS (LOAD PERPENDICULAR TO UNIT LENGTH)
VERTICAL REACTIONS (WITH 1.2D OR 0.9D)VERTICAL REACTIONS (WITH 1.2D OR 0.9D):
Rm (DUE TO OVERTURNING MOMENT)= 179.21 lbs Rm (DUE TO OVERTURNING MOMENT)= 423 lbs
Re MAX (DUE TO ECCENTRICITY):= 52.18 lbs Re MAX (DUE TO ECCENTRICITY):= 45.66 lbs
Re MIN (DUE TO ECCENTRICITY): = 27.72 lbs Re MIN (DUE TO ECCENTRICITY): = 34 lbs
Rv MAX (DUE TO VERTICAL LOADS): = 260.91 lbs Rv MAX (DUE TO VERTICAL LOADS): = 160.61 lbs
Rv MIN (DUE TO VERTICAL LOADS): = 138.62 lbs Rv MIN (DUE TO VERTICAL LOADS): = 103.54 lbs
PMAX (MAX DOWNWARD REACTION): Rm+Re MAX+Rv MAX = 492.30 lbs PMAX : Rm+Re MAX+Rv MAX = 629.3 lbs
PMIN (MAX UPLIFT/ANCH. POINT - IF POS.): Rm+Re MIN-Rv MIN = 68.32 lbs PMIN: Rm+Re MIN-Rv MIN (0 IF NEGATIVE)=353.8 lbs
HORIZONTAL REACTIONS:HORIZONTAL REACTION:
Vrot (SHEAR DUE TO ECCENTRICITY):= 6.52 lbs VMAX = Vdir =186.05 lbs
Vdir (DIRECT SHEAR): = 65.22 lbs
VMAX (TOTAL SHEAR/ISOLATOR):= 71.74 lbs
FOR DESIGN OF CONCRETE ANCHORS WITH CONCRETE FAILURE MODE(S) GOVERNING
W0 PER ASCE 7-10, NOTE C, TABLE 13.6-1 = 2.00
PMIN (WITH OVERSTRENGTH): W0Rm+Re MIN-Rv MIN =247.53 lbs
VMAX (WITH OVERSTRENGTH):=143.48 lbs
WIND LOAD(S) GOVERN(S) THE DESIGN OF THE ANCHORS!!
HEIGHT OF ISO: Hiso = 1.38
# OF ANCHOR BOLTS: n = 2
ANCHOR BOLT TENSION: Tblt = PMIN/n+Vab*Hiso/(1.5*n)= 262.15 lbs
ANCHOR BOLT SHEAR: Vblt = VMAX/n = 93.02 lbs ANCHOR BOLT DIAMETER:=3/8
JOB NAME: SANTA ANA MEMORIAL PARK AQUATICS CENTER M.W. SAUSSE' & CO., INC.
CUST.: WEST-TECH MECHANICAL PREPARED BY :
MECH. ENG.: DATE :
MARK: CU-1-1, 1-2 SHEET NO. :
TYPE OF ANCHOR BOLT: STAINLESS STEEL HILTI KB-TZ2 ANCHOR
BOLT IN MIN. 3000psi. SEE SHEETS -C3.1A & C3.2A
P26681-S8076-C3.1A
18-Nov-24
JA
3/4/2025
STEEL STRENGTH (TENSION AND SHEAR)
n =2 (NUMBER OF BOLTS PER ANCHOR POINT)
INPUT da =0.375 in (DIAMETER OF ANCHOR BOLT)
SEISMIC?:NO *TOPSIDE OF DECK?:NO
STEEL:STAINLESS
Nsa = 6180 lbs (FROM TABLES 4 & 5)
Vsa =4885 lbs (FROM TABLES 6 & 7)
FsN =0.75 (TENSION STRENGTH REDUCTION FACTOR FOR DUCTILE STEEL; ACI-318 17.3.3)
FsV =0.65 (SHEAR STRENGTH REDUCTION FACTOR FOR DUCTILE STEEL; ACI-318 17.3.3)
FsN*Nsa = 4635 lbs (ACI 318, 17.4.1.2) ¬ DESIGN STEEL TENSION STRENGTH
FsV*Vsa = 3175.25 lbs (ACI 318, 17.5.1.2) ¬ DESIGN STEEL SHEAR STRENGTH
CONCRETE
CONCRETE BREAKOUT TENSION STRENGTH
INPUT hnom =2.5 in (NOMINAL EMBED., ESR TABLE 3 & 9)
ha =4 in (MEMBER THICKNESS, USE AT LEAST MIN. VALUES IN ESR, TABLE 3 OR 9)
hef =2 in (EFFECTIVE EMBED., ESR TABLE 3 OR 9)
Cac = 5.5 in Cmin =2.50 hmin =4.00 smin =3.65
Ca1 =3 in (USE AT LEAST Ca,min GIVEN IN TABLE 3 & 9 IN ESR, INCREASE IF NECESSARY)
INPUT Ca2 =3 in (USE AT LEAST Ca,min & ³ Ca1 GIVEN IN TABLE 3 & 9 IN ESR, INCREASE IF NECESSARY)
Ca3 =4.5 in (USE AT LEAST Ca,min & ³ Ca2 GIVEN IN TABLE 3 & 9 IN ESR, INCREASE IF NECESSARY)
Ca4 =4.5 in (USE AT LEAST Ca,min & ³ Ca2 GIVEN IN TABLE 3 & 9 IN ESR, INCREASE IF NECESSARY)
SMIN =4.5 in (CLOSEST SPACING DIST. BETWEEN (2) ANCHORS IN THE ANCHOR GROUP)
S1 =0 in (USE AT LEAST Smin FROM TABLES 3 & 9, ENTER 0 IF SINGLE ANCHOR)
S2 =4.5 in (USE AT LEAST Smin FROM TABLES 3 & 9, ENTER 0 IF SINGLE ANCHOR)
Yec,N =1 (ACI 17.4.2.4; 1.0 WHEN NO LOAD ECCENTRICITY)
f'c =3000 psi (CONCRETE COMPRESSIVE STRENGTH)
l =1.00 (1.0 FOR NW CONCRETE, 0.68 FOR STRUCTURAL SAND LW, 0.6 FOR ALL LW, 4.1.12 OF ESR)
CRACKED CONCRETE CONDITION…
kc =21 (ESR TABLE 4 & 5)
Yc,N =1.00 (FROM ESR TABLE 4 & 5)
FcN =0.65 (PULLOUT/CONCRETE BREAKOUT STRENGTH REDUCTION; ESR TABLES 4 & 5)
hef CHECK = hef' =2 in (IF 3 OR MORE EDGES ARE LESS THAN 1.5*hef, 17.4.2.3 OF THE ACI-318)
SIDE^ = min(Ca,2;1.5hef')+S2+min(Ca4;1.5hef') =10.50 in (LENGTH OF SIDE PERPENDICULAR TO SHEAR / SMALLEST EDGE DIST.)
SIDEll = min(Ca1;1.5hef')+S1+min(Ca3;1.5hef') =6.00 in (LENGTH OF SIDE PARALLEL TO SHEAR / PERPENDICULAR TO CLOSEST EDGE)
ANc = SIDE^ * SIDEll =63.00 in2 (PROJECTED FAILURE SURFACE AREA ACI-318 17.4.2.1)
ANc0 = n*9*(hef')2 =72.00 in2 (PROJECTED FAILURE SURFACE AREA OF 1 ANCHOR, NO INFLUENCE 17.4.2.1)
Yed,N = 0.7+0.3*Ca1/(1.5*hef') =1.00 (IF Ca1 ≥1.5hef THEN = 1.0)
0.55 (ALWAYS ≤ 1.0)
3253.31 lbs
N/A (MORE THAN ONE ANCHOR)
(VALUES ARE IN POUNDS)
1552.71
1009.26 lbs ¬ DESIGN CONRETE BREAKOUT TENSION STRENGTH
CHECK SIDE-FACE BLOWOUT
Abrg =0.051 in2 (BEARING AREA OF CONCRETE AT ANCHOR BOTTOM. USE Ase FROM TABLES 4 & 5 OF ESR)
CHECK EDGE DISTANCE → Ca1 < 0.4hef →3 > 0.8
FOR SINGLE ANCHORS -
CHECK Ca2 → Ca2 < 3Ca1 →3 < 9
REDUCTION FACTOR FROM Ca2 =0.5 → WHERE 1.0 £ Ca2/Ca1 £ 3.0 →TRUE!
5937.27 lbs → REDUCED VALUE =2968.6 lbs (ACI 318, 17.4.4.1)
FOR MULTIPLE ANCHORS (GROUPS) -
CHECK BOLT SPACING → S < 6Ca1 →4.5 < 18
3710.8 lbs (ACI-318 17.4.4.2)
FcNNsb < FcNNcb →2412.0 lbs SIDE FACE BLOWOUT VALUE
JOB NAME: SANTA ANA MEMORIAL PARK AQUATICS CENTER M. W. SAUSSE' & CO., INC.
CUST.: WEST-TECH MECHANICAL PREPARED BY :
MECH. ENG.: DATE :
MARK: CU-1-1, 1-2 SHEET NO. :
HILTI KB-TZ2 CARBON AND STAINLESS STEEL ANCHORS IN CONCRETE
(U.S. CUSTOMARY UNITS, ESR-4266 (REISSUED DECEMBER 2021) AND ACI-318-14, CH. 17)
JA
18-Nov-24
P26681-S8076-C3.2A
==
ac
efa1
Ncp,C
;1.5hCmaxΨ
==1.5
efccbh*f'*k*N λ
=
==
==
cbcN
bNcp,Nc,Ned,Nec,
Nc0
Nc
cb
bNcp,Nc,Ned,
Nc0
Nc
cb
NΦ
NΨΨΨΨ
A
AN
NΨΨΨ
A
AN
=='fACN cbrga1sb160*l
=+
4
1 1
2
a
a C
C
=
+=sb
a1
sbg N
6C
S1N
3/4/2025
PULLOUT STRENGTH
Np =0 lbs (ESR, TABLES 4 & 5)
n = ncr or nuncr =0.00
FcN*l*Npn,f'c = N/A lbs (ANCHOR PULLOUT STRENGTH, 4.1.4 OF ESR)
SHEAR BREAKOUT STRENGTH
da =0.375 in (OUTSIDE DIAMETER OF ANCHOR BOLT OR ROD)
Ca1 =3 in (USE AT LEAST Ca,min GIVEN IN TABLE 3 & 6 IN ESR, INCREASE IF NECESSARY)
Ca2 =3 in (USE AT LEAST Ca,min & ³ Ca1 GIVEN IN TABLE 3 & 6 IN ESR, INCREASE IF NECESSARY)
le = 2 in (MIN( hef OR 8da); ACI-318 SECTION 17.5.2.2)
Yec,V =1 (ACI D.5.2.4; 1.0 WHEN NO LOAD ECCENTRICITY)
ha =4 in (THICKNESS OF CONCRETE MEMBER)
FcV =0.70 (SHEAR CONCRETE BREAKOUT STRENGTH REDUCTION; ESR TABLES 4 & 5)
kcp =1 (PRYOUT COEFFICIENT, ESR, TABLE 6)
Yc,V = 1.2 (1.0 FOR CONC. W/O REINFORCEMENT, 1.2 FOR CONC. W/ REINFORCEMENT, 1.4 SEE 17.5.2.7)
Ca1' =3 in (Ca1 ADJUSTED WHEN Ca2 & Ca4 ARE LESS THAN 1.5Ca1, 17.5.2.4)
nV =2 (NO. OF ANCHORS IN ROW CLOSEST TO CONCRETE EDGE)
Yed,V = 0.7+0.3*Ca2/(1.5*Ca1') =0.90 (IF Ca2 ³ 1.5Ca1 THEN = 1.0, ACI 318 17.5.2.6)
Yh,V = [(1.5*Ca1') / ha]0.5 =1.06 (ALWAYS GREATER THAN OR EQUAL TO 1.0, 17.5.2.8)
AVc = min(ha;1.5Ca1')*(min(1.5Ca1',Ca4)+S2+min(Ca2;1.5Ca1') =48.0 in2 (REFER TO ACI-318 17.5.2.1)
AVc = nV4.5Ca1'2=81.0 in2 (REFER TO ACI-318 17.5.2.1)
1705.12 OR Vb = 9la(fc')1/2 * ca1
1.5 =2561.4
Vb =1705.1 lbs
N/A (MORE THAN ONE ANCHOR)
(VALUES ARE IN POUNDS)
1157.48
FcVVcb =810.234 lbs ¬ DESIGN SHEAR CONRETE STRENGTH
PRYOUT STRENGTH FROM SHEAR (ACI-318 SECTION 17.5.3.1)
Vcp = kcp*FcNNcb =1009.26 lbs ¬ DESIGN PRYOUT (DUE TO SHEAR) STRENGTH
CONTROLLING STRENGTH FOR ANCHORAGE
TENSILE STRENGTH -
STEEL =4635 lbs
CONCRETE = 1009.3 lbs <= CONTROLLING STRENGTH Nd
PULLOUT =N/A lbs
SIDE FACE BLOWOUT =2412.0 lbs
SHEAR STRENGTH -
STEEL =3175.25 lbs
CONCRETE = 810.234 lbs <= CONTROLLING STRENGTH Vd
PRYOUT FROM SHEAR =1009.26 lbs
ASD ADJUSTMENT FACTORS AND DESIGN LOADS
INPUT…
a =1.00 (ASD CONVERSION FACTOR IF APPLICABLE)
SEISMIC TENSION FACTOR (FSEISMIC) =0.75 (PER SECTION 17.2.3.4.4, REDUCE TO 0.75 FOR SEISMIC DESIGN TENSION FOR CONCRETE FAILURE MODES)
Ncap = FSEISMICF Nn/a =757 lbs
Vcap =F Vn/a =810 lbs
ANCHORAGE SUMMARY:
ENTER GIVEN BOLT FORCES FROM PAGE:P26681-S8076-C3.1A 3/8 in DIAMETER
Nua =262.15 lbs STAINLESS STEEL HILTI KB-TZ2 ANCHORS,
Vua =93.02 lbs 2.5 in NOMINAL EMBEDMENT,
3 in MIN. EDGE DISTANCE,
CHECK COMBINED LOADING (ESR SECTION 4.2)4 in MIN. CONCRETE THICKNESS
3000 psi NORMALWEIGHT CONCRETE.
0.46 ≤ 1.2 OK!INSTALL W/ SPECIAL INSPECTION PER THE ICC ESR-4266.
JOB NAME: SANTA ANA MEMORIAL PARK AQUATICS CENTER M. W. SAUSSE' & CO., INC.
CUST.: WEST-TECH MECHANICAL PREPARED BY :
MECH. ENG.: DATE :
MARK: CU-1-1, 1-2 SHEET NO. :
18-Nov-24
P26681-S8076-C3.3A
INPUT HERE
JA
==
==
=
=
bVc,Ved,Vec,
Vc0
Vc
cb
bVc,Ved,
Vc0
Vc
cb
1.5
a1c0
0.2
0
e
b
V
A
AV
V
A
AV
)'(Cf'd
d
7*V
Vh,
Vh,
ΨΨΨΨ
ΨΨΨ
λ l
=+
cap
ua
cap
ua
V
V
N
N
ΦcNN
f′
2500
3/4/2025
CALCULATE HORIZONTAL WIND FORCE (F IN LBS., DIMS. IN FT):
EXPOSURE CATEGORY: C
BUILDING HEIGHT (hr):30
VELOCITY EXPOSURE FACTOR (KZ) (TABLE 26.10-1): 0.98
TOPOGRAPHIC FACTOR KZT = (1+K1K2K3)2 (EQ. 26.8-1)
K1,K2 AND K3 FROM (FIGURE 26.8-1):
K1 =0
K2 =0
K3 =0
KZT =1
Kd (DIRECTIONALITY FACTOR, TABLE 26.10-1) =0.90
OCCUPANCY/RISK CATEGORY =III
*(FOR WIND SPEED MAP SELECTION - SEE FIG. 26.5-1A TO 1C)
WIND VELOCITY (V IN MPH) =95
20.4
HORIZONTAL LOAD:
(GCr) =1.9 (REDUCEABLE, SEE SECTION 29.4.1)
Af =10.02 ft2 (VERTICAL FACE OF EQUIPMENT NORMAL TO HORIZ. WIND PRESSURE)
(29.4-2) Fh = qh(GCr)Af =387.9835 lbs
VERTICAL LOAD:
(GCr) =1.5 (REDUCEABLE, SEE SECTION 29.4.1)
Ar =3.24 ft2 (HORIZONTAL FACE OF EQUIPMENT NORMAL TO VERT. WIND PRESSURE)
(29.4-3) Fv = qh(GCr)Ar =99.15569 lbs
DESIGN LOADS FOR ANCHORAGE CALCULATIONS
Fh = 387.98 lbs
Fv =99.156 lbs
JOB NAME: SANTA ANA MEMORIAL PARK AQUATICS CENTER M. W. SAUSSE' & CO., INC.
CUST.: WEST-TECH MECHANICAL PREPARED BY:
MECH. ENGR.: DATE :
MARK: CU- 2, 3, 4, 5, 6, 7, 8, 9 (RES)SHEET NO.:
12/10/2025
P26681-S8076-C10
CALCULATIONS FOR RIGID ANCHORAGE - WIND LOADING (ASCE 7-16)
FIND VELOCITY PRESSURE (qh) = 0.00256*KZ*KZT*Kd*V2 (LBS/FT2)
IF GROUND IS FLAT ENTER
THE VALUE OF ZERO FOR ALL
VELOCITY PRESSURE (qh) =
HORIZONTAL AND VERTICAL WIND LOADS FROM SECTION 29.4.1
PDG
12/10/2025
27
BY
DATE 12/20/2025
These documents (drawings, specifications, or calculations) have been
prepared by other design professionals or consultants who are licensed
and/or authorized to prepare such documents in California. These
documents have been examined by JAMA for design intent and have been
found to meet the appropriate structural requirements and the project
specifications.
JOHN A. MARTIN & ASSOCIATES, INC.
STRUCTURAL ENGINEERS
950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015
Deferred Approval
rlawrence
BY
DATE 12/20/2025
Reviewed for design loads only as they affect the primary structure. Not
responsible for design, dimensions or quality of material
JOHN A. MARTIN & ASSOCIATES, INC.
STRUCTURAL ENGINEERS
950 S. Grand Ave., Fourth Floor, Los Angeles, CA 90015
Design Load Review
rlawrence
CALCULATIONS FOR RIGID ATTACHMENT TO STEEL W/ BOLTS; 2021 IBC/2022 CBC & ASCE 7-16, LRFD
CALCULATES WORST CASE LOADING FOR (4) TO (14) ATTACHMENT POINTS. (UNITS: LBS & INCHES)
USING COMBINED LOAD EQUATIONS 16-4, 16-5, 16-6, & 16-7
SEISMIC/WIND FORCES - CH. 13, 26, & 29 OF ASCE 7
13.3-1: Fp=(0.4*ap*Sds/(Rp/Ip))(1+2z/hr)Wp = 257.10 lbs
13.3-2: Fp=1.6*Sds*Ip*Wp (MAX)= 274.24 lbs
13.3-3: Fp=0.3*Sds*Ip*Wp (MIN)= 51.42 lbs
CONTROLLING HOR. SEISMIC FORCE: F p = 257.10 lbs
SEISMIC OVERTURNING MOMENT: M=F ph*HC.G.= 5167.07 lb-in
VERTICAL SEISMIC FORCE: F pv = 0.2SdsWp = 34.28 lbs
SPECTRAL RESP. ACCEL'N: S ds = 0.857
IMPORTANCE FACTOR: I p = 1.00
COMPONENT AMPLIFICATION FACTOR: a p = 2.50
COMP. RESPONSE MODIFICATION FACTOR: R p = 2.00
EQUIPMENT ELEVATION / ROOF ELEVATION: z/h r = 1.00
(WITH RESPECT TO GRADE)
UNIT LOCATED INDOORS OR OUTDOORS = OUTDOORS
Fh FROM PREVOUS CALCULATION (IF APPLICABLE)= 387.98 lbs
Fv FROM PREVOUS CALCULATION (IF APPLICABLE)= 99.16 lbs
WIND OVERTURNING MOMENT: M w = FpHw = 8171.90 lb-in
EQUIPMENT WEIGHT & GEOMETRY
EQUIPMENT WEIGHT: Wp (UNIT + RMU) = 200.00 lbs
L:= 12.22 in
B: = 6.88 in
EX:= 1.22 in
EZ:= 0.69 in
HEIGHT TO CG.: HC.G.= 20.10 in
CNTR OF AREA OF WINDWARD FACE: H W = 21.06 in
NO. OF FASTENER GROUPS (Ng) = 4.00
NO. OF FASTENERS PER GROUP (N) = 1.00
MOMENT OF INERTIA ABOUT X AXIS: I X = 189.06 in4 α (DIR. OF Vdir-CRIT. ANGLE): tan-1(EZ/EX)= 29.36
MOMENT OF INERTIA ABOUT Z AXIS: I Z = 597.19 in4 β: γ - α == 180.00
γ (DIR. OF Vrot-CRIT. ANGLE): tan-1(B/L)= 29.36 θ (DIR. OF Fph FOR MAX UPLIFT): tan-1((L*IX)/(B*IZ))= 29.36
BOLT GROUP FORCES
FROM SEISMIC LOADS (LOAD APPLIED TO CRITICAL ANGLE)FROM WIND LOADS (LOAD PERPENDICULAR TO UNIT LENGTH)
VERTICAL REACTIONS (WITH 1.2D OR 0.9D):VERTICAL REACTIONS (WITH 1.2D OR 0.9D):
Rm (DUE TO OVERTURNING MOMENT)= 215.59 lbs Rm (DUE TO OVERTURNING MOMENT)= 297 lbs
Re MAX (DUE TO ECCENTRICITY):= 13.71 lbs Re MAX (DUE TO ECCENTRICITY):= 12.00 lbs
Re MIN (DUE TO ECCENTRICITY): = 7.29 lbs Re MIN (DUE TO ECCENTRICITY): = 9 lbs
Rv MAX (DUE TO VERTICAL LOADS): = 68.57 lbs Rv MAX (DUE TO VERTICAL LOADS): = 35.21 lbs
Rv MIN (DUE TO VERTICAL LOADS): = 36.43 lbs Rv MIN (DUE TO VERTICAL LOADS): = 20.21 lbs
PMAX (MAX DOWNWARD REACTION): R m+Re MAX+Rv MAX = 297.88 lbs PMAX : Rm+Re MAX+Rv MAX = 344.4 lbs
PMIN (MAX UPLIFT/ANCH. POINT - IF POS.): R m+Re MIN -Rv MIN =186.45 lbs PMIN : R m+Re MIN -Rv MIN (0 IF NEGATIVE)=285.9 lbs
HORIZONTAL REACTIONS:HORIZONTAL REACTION:
Vrot (SHEAR DUE TO ECCENTRICITY):= 6.43 lbs VMAX = V dir =97.00 lbs
Vdir (DIRECT SHEAR): = 64.28 lbs
VMAX (TOTAL SHEAR/ANCH. POINT):=70.70 lbs
WIND LOAD(S) GOVERN(S) THE DESIGN OF THE BOLTS!!
BOLT TENSION: T u = P MIN/N =285.95 lbs
BOLT SHEAR: V u = V MAX/N =97.00 lbs
BOLT DIAMETER:=3/8
JOB NAME: SANTA ANA MEMORIAL PARK AQUATICS CENTER M.W. SAUSSE' & CO., INC.
CUST.: WEST-TECH MECHANICAL PREPARED BY :
MECH. ENGR.: DATE :
MARK: CU- 2, 3, 4, 5, 6, 7, 8, 9 (RES) SHEET NO. :
TYPE OF BOLT: A307 Gr. A HEX BOLTS WITH A563 HEAVY NUTS.
PDG
10-Dec-25
P26681-S8076-C10.1
12/10/2025
27
BOLT PROPERTIES
FOR A307 Gr. A HEX BOLTS
D =0.375 in
Fu =60.00 ksi (ULTIMATE TENSILE STRENGTH)
SHEAR PLANE
THRU THREADS?YES
*SEE (C-J3-3 & C-J3-4 FOR CALCULATION OF SHEAR STRESS BELOW)
BOLT CAPACITY
Ab =0.110 in2
Fnt =45.0 ksi
Fnv =27.0 ksi
φ =0.75
SHEAR STRESS FOR COMBINED LOADING
Vu =0.10 kips
frv = Vu/Ab =0.88 ksi
COMBINED LOADING PER J3.7 OF AISC 360-16
PER EQUATION J3-2:
Tu =0.29 kips
φRn = 0.75F'ntAb ≥ Tu
MIN[F'nt = 1.3Fnt - (Fnt/φFnv)frv ; Fnt] =45.00 ksi
φRn = 0.75F'ntAb =3.73 kips > Tu BOLT/STUD OKAY!
JOB NAME: SANTA ANA MEMORIAL PARK AQUATICS CENTER M. W. SAUSSE' & CO., INC.
CUST.: WEST-TECH MECHANICAL PREPARED BY :
MECH. ENGR.: DATE :
MARK: CU- 2, 3, 4, 5, 6, 7, 8, 9 (RES)SHEET NO. :
SPECIALIZED STEEL BOLT STRENGTH DESIGN - LRFD - AISC 360-16
USE 3/8" DIA. A307 GR. A HEX BOLT W/ NUT &
WASHER
PDG
10-Dec-25
P26681-S8076-C10.2
12/10/2025
27
RIGID ANCHORAGE OF CONDENSER END RAIL SUPPORT
FROM CALCULATION SHEET NO.P26681-S8076-C10.1
TOTAL SHEAR PER RES: V MAX* 2 =193.99 lbs
MAX. UPLIFT PER RES : P MIN.*2 =571.90 lbs
CHECK FOR ANCHORAGE OF THE PEDESTAL
BOLT SPACING : S =7 in
RES HEIGHT H1:=16.00 in
H2: = H1/2 =8.00 in
WEIGHT PER RES: WT =37 lbs
NUMBER OF BOLTS PER RES: Nb =12
DUE TO P MIN.
T1 = P MIN. / Nb =47.66 lbs
DUE TO V MAX:
T2 = V MAX. * H/(S/*Nb/2)=73.90 lbs
DUE TO RES WT.
T3 = RES WT. / Nb =3.08 lbs
T4= RES WT. /H2/(S*Nb/2)=0.11 lbs
SHEAR PER BOLT DUE TO UNIT:
V1 (V MAX/Nb)=16.17 lbs
SHEAR PER BOLT DUE TO RES:
V2 (RES WT. /Nb)=3.08 lbs
TOTAL TENSION PER BOLT: Tab =(T1+T2-T3+T4)=118.59 lbs
TOTAL SHEAR PER BOLT: Vab =(V1+V2)=19.25 lbs
TRY NO. 1/4-14 TEKS SCREW INTO 20 GA. METAL (LRFD VALUES)
Tall = 172.50 lbs
Vall = 322.50 lbs
CHECK COMBINED LOADING:
Tab/Tall + Vab/Vall =<1.0 0.75
OKAY
JOB NAME: SANTA ANA MEMORIAL PARK AQUATICS CENTER M. W. SAUSSE' & CO., INC.
CUST.: WEST-TECH MECHANICAL PREPARED BY::PDG
MECH. ENGR.: DATE::10-Dec-25
MARK: CU- 2, 3, 4, 5, 6, 7, 8, 9 (RES) SHEET NO.::P26681-S8076-C10.3
12/10/2025
27
321
A
B
C
D
E
F
G
H
J
L
CU
2
CU
9
CU
8
CU
7
CU
6 CU
5
CU
4
CU
3
10
'
-
0
"
1
EF
3
EF
2
PLAN
NORTH
LVR
2
PROVIDE ROOF CURB FOR OA DUCTWORK,
REFER TO 8/M401
PROVIDE ROOF CURB FOR EF-2
AND EF-3, REFER TO 1/M402
16"ø OA
LVR
1
ARCHITECT:
ELS ARCHITECTURE AND URBAN DESIGN
2040 Addison Street
Berkeley, CA 94704
P: 510.549.2929
CIVIL ENGINEER:
KPFF
700 South Flower Street, Suite 2100
Los Angeles, CA 90017
P: 213.418.0201
LANDSCAPE ARCHITECT:
SWA
570 Glenneyre Street
Laguna Beach, CA 92651
P: 949.497.5471
STRUCTURAL ENGINEER:
JOHN A. MARTIN & ASSOCIATES
950 South Grand Avenue, 4th Floor
Los Angeles, CA 90015
P: 213.483.6490
MECHANICAL & ELECTRICAL ENGINEER:
GUTTMANN & BLAEVOET
1620 Montgomery Street, Suite 230
San Francisco, CA 94111
P: 415.655.4000
AQUATICS:
AQUATIC DESIGN GROUP
2226 Faraday Avenue
Carlsbad, CA 92008
P: 760.438.8400
SPECIFICATIONS:
SPECWEST
1975 E. Buck Ridge Pl
Tucson, AZ 85737
P: 800.646.3820
SHEET NUMBER:
PROJECT NUMBER:
DATE:
ISSUE:
SHEET TITLE:
PROJECT:
CLIENT:
PROJECT TEAM:
STAMP:
GENERAL NOTES
SHEET NOTES
CONFORMED SET
ROOF PLAN - HVAC
M250
JANUARY 10, 2025
CITY OF SANTA ANA
20 CIVIC CENTER PLAZA, SANTA
ANA, CA 92701
SANTA ANA
MEMORIAL PARK
AQUATICS CENTER
2102 S FLOWER ST
SANTA ANA, CA 92707
202305
1/8" = 1'-0"1 ROOF PLAN - HVAC
1 PROVIDE ALUMINUM JACKETING FOR THE REFRIGERANT PIPING
INSULATION EXPOSED TO OUTDOORS, SEE SPECIFICATIONS.
2 ANY EXHAUST DISCHARGE OR PLUMBING VENT SHALL BE MINIMUM 10
FEET DISTANCE TO ANY AC UNIT INTAKE.
3 PROVIDE CONDENSING UNITS WITH GUARD RAILS.
4 MAINTAIN MINIMUM 10 FEET IN BETWEEN AC UNIT EXHAUST DISCHARGE
AND OUTSIDE AIR INTAKE BY EXTENDING EXHAUST DUCT.
5 EQUIPMENT SERVICE CLEARANCE SHOWN DASHED
REVISION
NUMBER DATE DESCRIPTION
T1
TA
TB
TC
T2
CHEM
1
VFD
2
VFD
1
8" HS
ICW MAKE-UP WATER
CONNECTION, SEE
2/P0.10, 1/P6.01
8" HR
VFD
3
ET
1
AS
1
8" HR
BT
1
HP
2-1
HP
2-2
HP
2-3
HP
2-4
HP
2-5
HP
2-6
HP
1-6
HP
1-5
HP
1-4
HP
1-3
HP
1-2
HP
1-1
PHP
2
PHP
1
SERVICE CLEARANCE,
TYP.
PHWP
1
PHWP
2
PHWP
3
FOR CONTINUATION,
SEE 3/M301
EQ
EQ
1
A
D12
1
A
CU
1-1 UNDERGROUND REFRIGERANT
PIPING(RL, RS, SEE M103 AND
M702 FOR PIPE SIZING AND
DIAGRAM)
CU
1-2
UNDERGROUND REFRIGERANT
PIPING(RL, RS, SEE M103 AND
M702 FOR PIPE SIZING AND
DIAGRAM)
FOR
CONTINUATION,
SEE M103
321
L
T2 T3
DB
DC
321
J
(N) 8" HS
(N) 8" HR
FOR CONTINUATION,
SEE M202
FOR CONTINUATION,
SEE 1/M301
ARCHITECT:
ELS ARCHITECTURE AND URBAN DESIGN
2040 Addison Street
Berkeley, CA 94704
P: 510.549.2929
CIVIL ENGINEER:
KPFF
700 South Flower Street, Suite 2100
Los Angeles, CA 90017
P: 213.418.0201
LANDSCAPE ARCHITECT:
SWA
570 Glenneyre Street
Laguna Beach, CA 92651
P: 949.497.5471
STRUCTURAL ENGINEER:
JOHN A. MARTIN & ASSOCIATES
950 South Grand Avenue, 4th Floor
Los Angeles, CA 90015
P: 213.483.6490
MECHANICAL & ELECTRICAL ENGINEER:
GUTTMANN & BLAEVOET
1620 Montgomery Street, Suite 230
San Francisco, CA 94111
P: 415.655.4000
AQUATICS:
AQUATIC DESIGN GROUP
2226 Faraday Avenue
Carlsbad, CA 92008
P: 760.438.8400
SPECIFICATIONS:
SPECWEST
1975 E. Buck Ridge Pl
Tucson, AZ 85737
P: 800.646.3820
SHEET NUMBER:
PROJECT NUMBER:
DATE:
ISSUE:
SHEET TITLE:
PROJECT:
CLIENT:
PROJECT TEAM:
STAMP:
CONFORMED SET
SECTIONS &
ENLARGED PLANS
M301
JANUARY 10, 2025
CITY OF SANTA ANA
20 CIVIC CENTER PLAZA, SANTA
ANA, CA 92701
SANTA ANA
MEMORIAL PARK
AQUATICS CENTER
2102 S FLOWER ST
SANTA ANA, CA 92707
202305
1/4" = 1'-0"1 YARD PLAN - HYDRONIC PIPING
1/4" = 1'-0"2 WET POOL STORAGE AREA - HVAC
1/8" = 1'-0"3
UNDERGROUND HEATING HOT WATER
PIPING
REVISION
NUMBER DATE DESCRIPTION
2 8/21/24 ADDENDUM 3
2
321
A
B
C
D
E
F
G
H
J
W1
0
x
1
2
W1
0
x
1
2
W1
0
x
1
2
W1
0
x
1
2
W1
0
x
1
2
RD-2
RD-2
W
1
0
x
1
2
W
1
0
x
1
2
W
1
0
x
1
2
W
1
0
x
1
2
W
1
0
x
1
2
HSS8x8x5/8
T-1 BOT CHORD
W12x26 BELOW
BELOW
48"x16"
CMU BM
W12x26
T-1 BOT CHORD
T-1 BOT CHORD
T-1 BOT CHORD
T-1 BOT CHORD
T-2 BOT CHORD
0
"
0
"
HSS8x8x5/8
W10x12
W10x12
L
MC
8
x
2
0
M
C
8
x
2
0
M
C
8
x
2
0
MC
8
x
2
0
M
C
8
x
2
0
M
C
8
x
2
0
MC
8
x
2
0
M
C
8
x
2
0
M
C
8
x
2
0
MC
8
x
2
0
M
C
8
x
2
0
M
C
8
x
2
0
TYP
0"
W
8
x
1
0
M
C
8
x
2
0
M
C
8
x
2
0
W
8
x
1
8
W
8
x
1
8
MC
8
x
2
0
M
C
8
x
2
0
MC
8
x
2
0
MC
8
x
2
0
(T
O
S
E
L
=
1
0
'
-
0
"
)
S501
1 TYP
4
S501
TYP
5
S501
TYP
4
S501
SIM
7
S501
OH
S501
8 5/8"Ø ROD
5/8"Ø ROD
5/8"Ø ROD
5/8"Ø ROD
5
S501
TYP
16" SQ BOND BEAM16" SQ BOND BEAM
W
8
x
1
8
W
8
x
1
8
W
8
x
1
8
W
8
x
1
8
W8
x
1
8
W
8
x
1
8
W
8
x
1
8
W
8
x
1
8
W8
x
1
8
W8
x
1
8
13
S501
FC
-
1
-
1
ER
V
-
2
FC
-
3
FC-4
ERV-1 EF-1
CU-7 CU-6CU-8CU-9 CU-5 CU-4 CU-3
CU-2
14
S501
14
S501
SIM
15
S501
17
S501
W
1
0
x
1
2
HS
S
6
x
6
x
3
/
8
MAX
1' - 0"
W8x28 HOIST
BEAM BELOW
W10x12
W10x12
16
S321
18
S321
2
S502
3
S502
15
S103
2 12
S502
TYP
12
S502
TYP
13
S502
13
S502
OPP
16
"
S
Q
B
O
N
D
BE
A
M
16
"
S
Q
B
O
N
D
BE
A
M
14
S502
SIM
14
S502
S502
15
S502
17 TYP @
LINES E & J
TYP @
LINES E & J
3
3
3
3
3
3
3
3
3
3
321
A
B
C
D
E
F
G
H
J
11
S321
T-2
T-1
T-1
T-1
T-1
T-1
HS
S
8
x
6
x
3
/
8
HS
S
8
x
6
x
3
/
8
H
S
S
8
x
6
x
3
/
8
H
S
S
8
x
6
x
1
/
2
HS
S
8
x
6
x
3
/
8
HS
S
8
x
6
x
3
/
8
HS
S
8
x
6
x
3
/
8
W
8
x
1
8
HS
S
8
x
6
x
3
/
8
H
S
S
8
x
6
x
3
/
8
HS
S
8
x
6
x
3
/
8
HS
S
8
x
6
x
3
/
8
HS
S
8
x
6
x
3
/
8
H
S
S
8
x
6
x
3
/
8
H
S
S
8
x
6
x
3
/
8
HS
S
8
x
6
x
3
/
8
H
S
S
8
x
6
x
3
/
8
HS
S
8
x
6
x
3
/
8
H
S
S
8
x
6
x
3
/
8
HS
S
8
x
6
x
3
/
8
HS
S
8
x
6
x
3
/
8
H
S
S
8
x
6
x
3
/
8
RD-1
RD-1
RD-1
RD-1
RD-1
RD-1
TYP
UNO
L
BEAM BELOW
W
8
x
1
0
W
8
x
1
0
W
8
x
1
8
W
8
x
1
0
W
8
x
1
0
W
8
x
1
0
W
8
x
1
0
HS
S
8
x
6
x
3
/
8
W
8
x
1
0
W
8
x
1
0
W
8
x
1
0
W
8
x
1
0
W
8
x
1
0
W
8
x
1
0
1
S321
6
S321
W
8
x
1
8
W
8
x
1
8
W
8
x
1
8
W
8
x
1
8
W
8
x
1
8
W
8
x
1
8
W
8
x
1
8
W8
x
1
8
W8
x
1
8
W
8
x
1
8
HS
S
8
x
6
x
3
/
8
HS
S
8
x
6
x
3
/
8
HSS8x2x1/4, TYP
13
S321
HS
S
8
x
6
x
3
/
8
HS
S
8
x
6
x
3
/
8
HS
S
8
x
6
x
3
/
8
HS
S
8
x
6
x
1
/
2
HS
S
8
x
6
x
1
/
2
HS
S
8
x
6
x
1
/
2
HS
S
8
x
6
x
1
/
2
HS
S
8
x
6
x
1
/
2
HS
S
8
x
6
x
1
/
2
HS
S
8
x
6
x
1
/
2
HS
S
8
x
6
x
1
/
2
HS
S
8
x
6
x
1
/
2
HS
S
8
x
6
x
1
/
2
HS
S
8
x
6
x
1
/
2
HSS8x8x1/4, TYP
16
S321
18
S321
HSS8x6x3/8 W8x24
W8x24
W8x18
HSS8x6x3/8 HSS8x6x3/8
19
S501
TYP
20
S501
TYP
W8x24
20
S501
TYP
HSS8x6x3/8W8x24
PLAN LEGEND:
PLAN NOTES:
1. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAW INGS.
2. FOR GENERAL NOTES AND TYPICAL DETAILS, SEE SHEETS
S001 THRU S105.
3. BEAMS SHALL BE EQUALLY SPACED ACROSS Wx GIRDER,
UNLESS SHOWN OR NOTED OTHERWISE ON PLAN
INDICATES BROKEN BEAM.
RD-1 INDICATES VERCO PLB-36x16 GA GALVANIZED
METAL ROOF DECK (OR APPROVED EQUAL)
SUPPORT ATTACHMENT: 4-1/2"Ø EFF ARC SPOT
WELDS PER SHEET PER PERPENDICULAR / SKEWED
SUPPORT AND 12" AT PARALLEL SUPPORTS AND
MARGINS
SIDELAP CONNECTION: VSC2 @12"
INDICATES ROOFTOP MECHANICAL EQUIPMENT
PER 4/S105
INDICATES SUSPENDED MECHANICAL EQUIPMENT
MECH EQUIP MARK MECH EQUIP WEIGHT
CU-2 Pmax = 100 lbs
CU-3 Pmax = 180 lbs
Pmax = 180 lbsCU-4
Pmax = 180 lbsCU-5
Pmax = 100 lbsCU-6
Pmax = 100 lbsCU-7
Pmax = 110 lbsCU-8
Pmax = 100 lbsCU-9
Pmax = 100 lbsEF-1
Pmax = 530 lbsFC-1-1-1
Pmax = 110 lbsFC-3
Pmax = 110 lbsFC-4
Pmax = 460 lbsERV-1
Pmax = 1170 lbsERV-2
INDICATES TIE-BACK ANCHOR
GN
N
ER
E
I
LJLEA
ANSIO
ARDTE
ER
GIS
EDR
CH
RP EOF
No. S4327
S
IAAL
OFALI
UR NR
TS
FEO
R U CTS
AT T
C
WREN
DATE SIGNED: 01/10/25
CE
IR
L O S A N G E L E S + O A K L A N D
STRUCTURAL ENGINEERS
A S S O C I A T E S
JOHN A. MARTIN
JOB :
ARCHITECT:
ELS ARCHITECTURE AND URBAN DESIGN
2040 Addison Street
Berkeley, CA 94704
P: 510.549.2929
CIVIL ENGINEER:
KPFF
700 South Flower Street, Suite 2100
Los Angeles, CA 90017
P: 213.418.0201
LANDSCAPE ARCHITECT:
SWA
570 Glenneyre Street
Laguna Beach, CA 92651
P: 949.497.5471
STRUCTURAL ENGINEER:
JOHN A. MARTIN & ASSOCIATES
950 South Grand Avenue, 4th Floor
Los Angeles, CA 90015
P: 213.483.6490
MECHANICAL & ELECTRICAL ENGINEER:
GUTTMANN & BLAEVOET
1620 Montgomery Street, Suite 230
San Francisco, CA 94111
P: 415.655.4000
AQUATICS:
AQUATIC DESIGN GROUP
2226 Faraday Avenue
Carlsbad, CA 92008
P: 760.438.8400
SPECIFICATIONS:
SPECWEST
1975 E. Buck Ridge Pl
Tucson, AZ 85737
P: 800.646.3820
SHEET NUMBER:
PROJECT NUMBER:
DATE:
ISSUE:
SHEET TITLE:
PROJECT:
CLIENT:
PROJECT TEAM:
STAMP:
J23245
CONFORMED SET
ROOF FRAMING
PLANS
S202
JANUARY 10, 2025
CITY OF SANTA ANA
20 CIVIC CENTER PLAZA, SANTA
ANA, CA 92701
SANTA ANA
MEMORIAL PARK
AQUATICS CENTER
2102 S FLOWER ST, SANTA ANA,
CA 92707
202305
1/8" = 1'-0"
ALOWER FRAMING PLAN
1/8" = 1'-0"
BUPPER FRAMING PLAN
REVISION
NUMBER DATE DESCRIPTION
2 8/21/24 ADDENDUM 3
3 01/10/25 CONFORMED SET
MEMORANDUM
To: Date:
From:
Subject:No fee Building Plan Check & Permit for Project 22-1415 Memorial Park Aquatics Center
(City Project)
The Public Works Agency is managing the design and construction process for a New Aquatics
Center & Two Pools at Memorial Park, 2102 Flower Street. The project will require a several
building permit(s) for demolition, grading, building, mechanical, electrical, plumbing, sign & solar.
As this is a City project, we are requesting few waivers for all applicable PBA plan checking &
permits.
The Scope of Work includes renovation of an existing City of Santa Ana Memorial Park Aquatics
Center, including demolition of a non-conforming structure, demolition of an existing pool, grading,
new building, 2 new pools (recreational & competition), pool deck with seating areas, ADA
compliancy, exterior lighting, cameras, lighting fixtures, landscape, irrigation, site furnishings,
exterior fencing & concrete.
If there are any questions, please contact Victor Rosales at Extension #5686 (office), or 714-904-
8950.